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L - Preliminary WQMP
Preliminary Water Quality Management Plan For: Cypress at Slover Industrial APN: 0251-164-03, 04, 10, 11, 12, 14, 15, 16, 20, 23, & 25. 0251-163-01, 02, 03, 04, 05, 06, 07, 08, 09, 10 & 13. Prepared for: Duke Realty 300 Spectrum Center Drive, Suite 1600 Irvine, CA 92618 949-797-7038 Prepared by: Huitt-Zollars, Inc 3990 Concours, Suite 330 Ontario, CA 91764 909-941-7799 Submittal Date: 09/13/2021 Revision Date: TBD Approval Date:_____________________ Water Quality Management Plan (WQMP) Owner’s Certification Project Owner’s Certification This Water Quality Management Plan (WQMP) has been prepared for Duke Realty by Huitt-Zollars, inc.. The WQMP is intended to comply with the requirements of the County of San Bernardino and the NPDES Areawide Stormwater Program requiring the preparation of a WQMP. The undersigned, while it owns the subject property, is responsible for the implementation of the provisions of this plan and will ensure that this plan is amended as appropriate to reflect up-to-date conditions on the site consistent with San Bernardino County’s Municipal Storm Water Management Program and the intent of the NPDES Permit for San Bernardino County and the incorporated cities of San Bernardino County within the Santa Ana Region. Once the undersigned transfers its interest in the property, its successors in interest and the city/county shall be notified of the transfer. The new owner will be informed of its responsibility under this WQMP. A copy of the approved WQMP shall be available on the subject site in perpetuity. “I certify under a penalty of law that the provisions (implementation, operation, maintenance, and funding) of the WQMP have been accepted and that the plan will be transferred to future successors.” Project Data Permit/Application Number(s): WQMP 20-000172 Grading Permit Number(s): TBD Tract/Parcel Map Number(s): TBD Building Permit Number(s): TBD CUP, SUP, and/or APN (Specify Lot Numbers if Portions of Tract): APN: 0251-164-03, 04, 10, 11, 12, 14, 15, 16, 20, 23, & 25. 0251-163-01, 02, 03, 04, 05, 06, 07, 08, 09, 10 & 13. Owner’s Signature Owner Name: Michael Weber Title Development Services Manager Company Duke Realty Address 300 Spectrum Center Drive, Suite 1600. Irvine, CA Email Michael.Weber@dukerealty.com Telephone # 949-797-7048 Signature Date Water Quality Management Plan (WQMP) Contents Preparer’s Certification Project Data Permit/Application Number(s): WQMP 20-000172 Grading Permit Number(s): TBD Tract/Parcel Map Number(s): TBD Building Permit Number(s): TBD CUP, SUP, and/or APN (Specify Lot Numbers if Portions of Tract): APN: 0251-164-03, 04, 10, 11, 12, 14, 15, 16, 20, 23, & 25. 0251-163-01, 02, 03, 04, 05, 06, 07, 08, 09, 10 & 13. “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: Ryan Peng, PE PE Stamp Below Title Project Manager Company Huitt-Zollars, Inc Address 3990 Concours, Suite 330, Ontario, CA 91764 Email rpeng@huitt-zollars.com Telephone # (909) 941-7799 x 11410 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 6.2 Electronic Data Submittal ............................................................................. 6-1 Forms Form 1-1 Project Information ............................................................................................... 1-1 Form 2.1-1 Description of Proposed Project ......................................................................... 2-1 Form 2.2-1 Property Ownership/Management ..................................................................... 2-2 Form 2.3-1 Pollutants of Concern ......................................................................................... 2-3 Form 2.4-1 Water Quality Credits ......................................................................................... 2-4 Form 3-1 Site Location and Hydrologic Features ................................................................. 3-1 Form 3-2 Hydrologic Characteristics .................................................................................... 3-2 Form 3-3 Watershed Description .......................................................................................... 3-3 Form 4.1-1 Non-Structural Source Control BMP ................................................................... 4-2 Form 4.1-2 Structural Source Control BMP .......................................................................... 4-4 Form 4.1-3 Site Design Practices Checklist ........................................................................... 4-6 Form 4.2-1 LID BMP Performance Criteria for Design Capture Volume ............................. 4-7 Form 4.2-2 Summary of HCOC Assessment .......................................................................... 4-8 Form 4.2-3 HCOC Assessment for Runoff Volume ............................................................... 4-9 Form 4.2-4 HCOC Assessment for Time of Concentration .................................................. 4-10 Water Quality Management Plan (WQMP) Contents iii Form 4.2-5 HCOC Assessment for Peak Runoff .................................................................... 4-11 Form 4.3-1 Infiltration BMP Feasibility ................................................................................ 4-13 Form 4.3-2 Site Design Hydrologic Source Control BMP ..................................................... 4-14 Form 4.3-3 Infiltration LID BMP ........................................................................................... 4-17 Form 4.3-4 Harvest and Use BMP ......................................................................................... 4-18 Form 4.3-5 Selection and Evaluation of Biotreatment BMP ................................................ 4-19 Form 4.3-6 Volume Based Biotreatment – Bioretention and Planter Boxes w/Underdrains 4-20 Form 4.3-7 Volume Based Biotreatment- Constructed Wetlands and Extended Detention 4-21 Form 4.3-8 Flow Based Biotreatment ................................................................................... 4-22 Form 4.3-9 Conformance Summary and Alternative Compliance Volume Estimate .......... 4-23 Form 4.3-10 Hydromodification Control BMP ..................................................................... 4-24 Form 5-1 BMP Inspection and Maintenance ........................................................................ 5-1 Attachment A –WQMP Site Plan Attachment B – Supporting Calc’s, Rainfall Data & Manufacturer’s Details Attachment C – Sample Educational Materials Attachment D – Infiltration Report Attachment E – Maintenance Agreement (To be provided in Final WQMP) Water Quality Management Plan (WQMP) 1-1 Section 1 Discretionary Permit(s) Form 1-1 Project Information Project Name Cypress at Slover Industrial Project Owner Contact Name: Michael Weber Mailing Address: 300 Spectrum Center Drive, Suite 1600. Irvine, CA 92618 E-mail Address: Michael.Weber@dukerealty. com Telephone: 949-797-7048 Permit/Application Number(s): WQMP 20-000172 Tract/Parcel Map Number(s): APN: 0251-164-03, 04, 10, 11, 12, 14, 15, 16, 20, 23, & 25. 0251-163-01, 02, 03, 04, 05, 06, 07, 08, 09, 10 & 13. Additional Information/ Comments: N/A Description of Project: The project is a new development of a industrial warehouse facility located on the northwest corner of Cypress Avenue and Slover Avenue in the City of Fontana. The proposed building is approximately 623,460 square feet in size on approximately 29.95 acres. The existing site is comprised of twenty-two (22) accessor parcels, which are occupied by single family homes, vacant land, and tractor trailer parking/ storage lots. The site slopes from the north to the south and sheets flows onto Boyle and Slover Avenue. There is one project drainage area (DA 1) and site runoff outlets to Slover Avenue. The runoff from the site will be collected by catch basins and conveyed to the on-site underground infiltration/detention system located on the south side of the proposed building. Once the underground system fills up, the excess runoff will discharge to two 5’ parkway culverts on Slover Avenue and ultimately discharge to the Santa Ana River and finally enter Prado Basin. See WQMP site map in Attachment A for drainage areas and facility locations. 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): 1,259,717 3 Number of Dwelling Units: N/A 4 SIC Code: 4581, 4213-4215 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: This property is being developed and owned by Duke Realty, who will be the entity responsible for long term maintenance of WQMP Storm Drain Water Facilities throughout the site. Owner/ Developer Name: Duke Realty Address: 200 Spectrum Center Drive, Suite 1600 Irvine, CA 92618 Contact Person: Michael Weber Phone: 949-797-7048 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 Pathogens are typically caused by the transport of animal or human fecal wastes from the watershed. Nutrients - Phosphorous E N Primary sources of nutrients in urban runoff are fertilizers and eroded soils. Nutrients - Nitrogen E N Primary sources of nutrients in urban runoff are fertilizers and eroded soils. Noxious Aquatic Plants E N Noxious aquatic plants are tpyically from animals or vehicle transport that grow aggressively, multiply quickly without natural controls (native herbivores, soil chemistry, etc.), and adversely affect native habitats. Sediment E N Sediments are solid materials that are eroded from the land surface. Metals E N The primary source of metal pollution in stormwater is typically commercially available metals and metal products, as well as emissions from brake pad and tire tread wear associated with driving. Oil and Grease E N Primary sources of oil and grease are petroleum hydrocarbon products, motor products from leaking vehicles, esters, oils, fats, waxes, and high molecular-weight fatty acids. Trash/Debris E N Trash (such as paper, plastic, polystyrene packing foam, and aluminum materials) and biodegradable organic matter (such as leaves, grass cuttings, and food waste) are general waste from human or animals Pesticides / Herbicides E N Pesticides and herbicides can be washed off urban landscapes during storm events. Organic Compounds E N Sources of organic compounds may include waste handling areas and vehicle or landscape maintenance areas. Other: E N Other: E N Other: E N Other: E N Other: E N Water Quality Management Plan (WQMP) 2-4 2.4 Water Quality Credits A water quality credit program is applicable for certain types of development projects if it is not feasible to meet the requirements for on-site LID. Proponents for eligible projects, as described below, can apply for water quality credits that would reduce project obligations for selecting and sizing other treatment BMP or participating in other alternative compliance programs. Refer to Section 6.2 in the TGD for WQMP to determine if water quality credits are applicable for the project. Water Quality Management Plan (WQMP) 3-5 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) N/A Water Quality Management Plan (WQMP) 3-6 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° 3'50.42"N Longitude 117°26'44.46"W 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 Conveyance - DA1 to Outlet 1 Runoff from the area DA 1 will be directed to a proposed underground infiltration/detention system on the south side of the proposed building. The design capture volume (DCV) will be treated through infiltration. Storm water volume above the DCV and 100-year mitigation will discharge southerly to two 5’ parkway culverts in Slover Avenue (Outlet 1). See the WQMP Site map in Attachment A. DA2 to Outlet 2 Outlet 1 DA1 Water Quality Management Plan (WQMP) 3-7 Form 3-2 Existing Hydrologic Characteristics for Drainage Area 1 For Drainage Area 1’s sub-watershed DMA, provide the following characteristics DMA A - - - 1 DMA drainage area (ft2) 1,259,717 N/A N/A N/A 2 Existing site impervious area (ft2) 113,375 N/A N/A N/A 3 Antecedent moisture condition For desert areas, use http://www.sbcounty.gov/dpw/floodcontrol/pdf/2 0100412_map.pdf AMC I N/A N/A N/A 4 Hydrologic soil group Refer to Watershed Mapping Tool – http://permitrack.sbcounty.gov/wap/ A N/A N/A N/A 5 Longest flowpath length (ft) 1,375 N/A N/A N/A 6 Longest flowpath slope (ft/ft) ~ 1.2% N/A N/A N/A 7 Current land cover type(s) Select from Fig C-3 of Hydrology Manual Barren/ Residential N/A N/A N/A 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 Fair N/A N/A N/A Water Quality Management Plan (WQMP) 3-8 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 Oleander Ave. Storm Drain, Declez Channel, San Sevaine Channel, Prado Control basin, Santa Ana Reach 3, Santa Ana Reach 2, Santa Ana Reach 1, and Pacific Ocean. Applicable TMDLs Refer to Local Implementation Plan Santa Ana River Reach 3: TMDL still required Prado Flood Control Basin: TMDL still required 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 Santa Ana Reach 2: bacteria indicator. Santa Ana Reach 3: copper, lead, pathogens. Prado Control Basin: nutrients, pathogens, TSS. Environmentally Sensitive Areas (ESA) Refer to Watershed Mapping Tool – http://permitrack.sbcounty.gov/wap/ None 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 Property owners shall review and become familiar with the site specific WQMP. Educational materials for day to day operations are contained in Attachment C. Additional materials can be obtained from the local water pollution prevention program. Education of property owners begin with the review/preparation of the site specific WQMP and continues through the review of additional educational material as it applies to their project. N2 Activity Restrictions Activity restriction shall be stated in the owners lease terms prior to occupancy; • Fuelling areas, air/water supply areas, maintenance bays, vehicle washing areas, outdoor material storage areas, outdoor work areas, outdoor processing areas, wash water from food preparation areas within the project site will not be allowed on the project site. • Storage of hazardous materials will not be allowed on the project site. • All pesticide applications shall be performed by a licensed contractor certified by the California Department of Pesticide Regulation. • All dumpster lids shall be kept closed at all times. • Blowing, Sweeping or hosing of debris (leaf, litter, grass clippings, trash or debris) into the streets, underground stormdrain facilities or other storm water conveyance areas shall be strictly prohibited N3 Landscape Management BMPs A landscape architect will provide design plans for the on-site landscaping and irrigation system. The design shall incorporate the use of native and drought tolerant trees and shrubs throughout the project site. N4 BMP Maintenance Property owners shall maintain the designated on-site BMP areas, see Section 5 for self inspection and maintenance form N5 Title 22 CCR Compliance (How development will comply) Industrial purposed warehouse does not apply to Title 22 CCR (California Code of Regulations). CCR licensing in child care, residential and family child care. N6 Local Water Quality Ordinances Local Water Quality Ordinances will be addressed by implementation of this WQMP Water Quality Management Plan (WQMP) 4-3 Form 4.1-1 Non-Structural Source Control BMPs N7 Spill Contingency Plan Industrial Warehouse buildings and truck dock areas have potential for spills and therefore each tenant shall be required to prepare a spill contingency plan and it shall be implemented in accordance with section 6.95 of the California Health and Safety Code. The spill contingency plan shall identify responsible persons in the event of a spill, an action item list identifying how the spill should be contained, cleaned up and who should be contacted in the event of a spill. Documentation of any spill event and cleanup process shall be kept on site in perpetuity. N8 Underground Storage Tank Compliance No underground storage tanks are proposed for this site N9 Hazardous Materials Disclosure Compliance No hazardous materials are planned to be stored on this site. Water Quality Management Plan (WQMP) 4-4 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 Underground fire protection service and fire sprinklers will be provided per the uniform fire code and the requirements of the County of San Bernardino Fire Department. N11 Litter/Debris Control Program Trash storage areas will be designed to have adjacent areas drain away from the trash storage areas. The trash storage areas shall be inspected and maintained on a monthly basis. Collection of trash from the trash storage areas shall occur on a regular basis to ensure that the trash receptacles are not overflowing. Documentation of such inspection/maintenance and trash collection shall be kept by the owner in perpetuity. See the WQMP site map in Attachment A for anticipated location of trash storage areas. N12 Employee Training The following shall be provided to the tentant by the onwer; an Employee Training/Education program shall be provided annually to help educate employees about storm water quality management and practices that help prevent storm water pollution. Documentation of such training/education program implementation shall be kept by the owner for a minimum of ten years. Sample education materials have been provided in Attachment C. Additional educational materials can be obtained from the County of San Bernardino storm water program. N13 Housekeeping of Loading Docks The project site will have truck docks. The truck docks shall be inspected on a weekly basis to help ensure that any trash and debris are collected prior to being washed into the underground storm drain system. All storm water runoff from the loading dock areas will be discharged into the underground infiltration system prior to conveyance to the public storm drain system. Documentation of such inspection/maintenance shall be kept by the owner in perpetuity. N14 Catch Basin Inspection Program The on-site catch basins shall be inspected on a quarterly basis. Inspection of the on-site catch basins shall consist of visual inspection of any sediment, trash or debris collected in the bottom of each catch basin. Any sediment, trash or debris found shall be removed from the catch basins and disposed of in a legal manner. Documentation of such inspection/maintenance shall be kept by the owner in perpetuity. Water Quality Management Plan (WQMP) 4-5 N15 Vacuum Sweeping of Private Streets and Parking Lots The on-site parking lots, drive aisles, and loading dock areas shall be swept by sweeper truck on a monthly basis. Documentation of such sweeping shall be kept by the owner in perpetuity. Frequency of sweeping shall be adjusted as needed to maintain a clean site. N16 Other Non-structural Measures for Public Agency Projects None, proposed BMP's satisfy requirements N17 Comply with all other applicable NPDES permits General construction permit "SWRCB Orders No. 2009-009-DWQ as amended by Order 2010-0014-DWQ" Water Quality Management Plan (WQMP) 4-6 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) The on-site storm drain catch basins shall be stenciled with the phrase “Drains to River” or other approved language. The signage shall be inspected on an annual basis. Missing or faded signage shall be replaced. Documentation of such inspection/maintenance shall be kept by the owner in perpetuity. S2 Design and construct outdoor material storage areas to reduce pollution introduction (CASQA New Development BMP Handbook SD-34) No outdoor material storage areas are proposed for this site S3 Design and construct trash and waste storage areas to reduce pollution introduction (CASQA New Development BMP Handbook SD-32) Trash storage areas will be designed to have adjacent areas drain away from the trash storage areas. The trash storage areas shall be inspected and maintained on a weekly basis. Collection of trash from the trash storage areas shall occur on a regular basis to ensure that the trash receptacles are not overflowing. Documentation of such inspection/maintenance and trash collection shall be kept by the owner in perpetuity. See the WQMP site map in Attachment A for anticipated location of trash storage areas. 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) The landscape architect will follow CASQA SD-12 for design and provide design plans for the on-site irrigation system. The irrigation system shall be inspected on a monthly basis to ensure proper operation. Any broken sprinkler heads shall be repaired immediately to ensure that the system continues to operate efficiently. Documentation of such inspection/maintenance shall be kept by the owner in perpetuity. S5 Finish grade of landscaped areas at a minimum of 1-2 inches below top of curb, sidewalk, or pavement The landscape architect will provide design plans for the on-site landscaping and irrigation system. The design shall incorporate that finish grade of landsapced areas at a minimum of 1-2 inches below top of curb, sidewalk, or pavement throughout the project site. S6 Protect slopes and channels and provide energy dissipation (CASQA New Development BMP Handbook SD-10) All on-site slopes shall be designed with a minimum slope of 3 horizontal to 1 vertical to help ensure that erosion of the side slopes does not occur. The slopes will be landscaped appropriately to also help ensure that erosion of the slopes does not occur. Slopes will be inspected and maintained bi-annually. Documentation of such inspection/maintenance shall be kept by the owner in perpetuity. Water Quality Management Plan (WQMP) 4-7 S7 Covered dock areas (CASQA New Development BMP Handbook SD-31) Docks are not covered S8 Covered maintenance bays with spill containment plans (CASQA New Development BMP Handbook SD-31) No maintenance bays are planned for this site. S9 Vehicle wash areas with spill containment plans (CASQA New Development BMP Handbook SD-33) No vehicle wash area are planned for this site. S10 Covered outdoor processing areas (CASQA New Development BMP Handbook SD-36) No outdoor processing areas are planned for this site. 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) No equipment wash areas are planned for this site. S12 Fueling areas (CASQA New Development BMP Handbook SD-30) No fueling areas are planned for this site. S13 Hillside landscaping (CASQA New Development BMP Handbook SD-10) No hillside landscaping are planned in this site. S14 Wash water control for food preparation areas Food preparation areas are not planned for this site. S15 Community car wash racks (CASQA New Development BMP Handbook SD-33) No community car wash rack are planned for this site. Water Quality Management Plan (WQMP) 4-8 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 developer has provided the landscape percentage required by the City. The underground infiltration/detention system is sized to meet the BMP requirements. Maximize natural infiltration capacity: Yes No Explanation: All on-site runoff is directed to an underground infiltration/detention system to promote groundwater recharge. Preserve existing drainage patterns and time of concentration: Yes No Explanation: Existing runoff sheet flows southerly and discharges to Slover Avenue. The proposed runoff will be collected and conveyed to an on-site underground infiltration/detention system, and the overflow will discharge to a proposed parkway culvert on Slover; the detention system will increase the time of concentration. Disconnect impervious areas: Yes No Explanation: Protect existing vegetation and sensitive areas: Yes No Explanation: The site has no sensitive vegetation to protect. The planting of new vegetation will be occur throughout the site. Re-vegetate disturbed areas: Yes No Explanation: All proposed landscape areas will be vegetated for stablization. Minimize unnecessary compaction in stormwater retention/infiltration basin/trench areas: Yes No Explanation: The soils at the bottom of proposed infiltration/detention system will be leveled, but not compacted. Utilize vegetated drainage swales in place of underground piping or imperviously lined swales: Yes No Explanation: Due to the site layout and designed grades, vegetated drainage swales will not be utilized in this project. Stake off areas that will be used for landscaping to minimize compaction during construction : Yes No Explanation: Landscaped areas will be staked off during grading operation throughout the project site. 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) 4-9 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): 1,259,717 2 Imperviousness after applying preventative site design practices (Imp%): 0.91 3 Runoff Coefficient (Rc): 0.74 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): 0.538 http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html 5 Compute P6, Mean 6-hr Precipitation (inches): 0.80 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): 121,993 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 2/19/2020 Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.0638&lon=-117.4450&data=depth&units=english&series=pds 1/4 NOAA Atlas 14, Volume 6, Version 2 Location name: Fontana, California, USA* Latitude: 34.0638°, Longitude: -117.445° Elevation: 1087.09 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, SandraPavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, GeoffreyBonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.108 (0.090‑0.131) 0.141 (0.117‑0.171) 0.187 (0.155‑0.227) 0.225 (0.185‑0.276) 0.280 (0.223‑0.356) 0.324 (0.252‑0.421) 0.371 (0.281‑0.494) 0.421 (0.310‑0.578) 0.493 (0.348‑0.705) 0.551 (0.376‑0.818) 10-min 0.154 (0.129‑0.187) 0.202 (0.168‑0.245) 0.268 (0.222‑0.326) 0.323 (0.266‑0.396) 0.401 (0.319‑0.510) 0.465 (0.362‑0.604) 0.532 (0.403‑0.708) 0.604 (0.445‑0.828) 0.706 (0.499‑1.01) 0.790 (0.538‑1.17) 15-min 0.187 (0.156‑0.226) 0.245 (0.204‑0.297) 0.323 (0.269‑0.394) 0.390 (0.321‑0.479) 0.486 (0.386‑0.617) 0.562 (0.437‑0.730) 0.643 (0.488‑0.856) 0.730 (0.538‑1.00) 0.854 (0.603‑1.22) 0.956 (0.651‑1.42) 30-min 0.280 (0.233‑0.339) 0.367 (0.305‑0.445) 0.485 (0.402‑0.590) 0.585 (0.481‑0.718) 0.727 (0.578‑0.924) 0.842 (0.655‑1.09) 0.964 (0.731‑1.28) 1.09 (0.806‑1.50) 1.28 (0.904‑1.83) 1.43 (0.976‑2.12) 60-min 0.411 (0.342‑0.498) 0.538 (0.448‑0.652) 0.711 (0.590‑0.865) 0.858 (0.706‑1.05) 1.07 (0.848‑1.36) 1.24 (0.961‑1.60) 1.41 (1.07‑1.88) 1.61 (1.18‑2.20) 1.88 (1.33‑2.69) 2.10 (1.43‑3.12) 2-hr 0.613 (0.511‑0.743) 0.793 (0.660‑0.962) 1.03 (0.857‑1.26) 1.23 (1.01‑1.51) 1.51 (1.20‑1.92) 1.73 (1.34‑2.24) 1.95 (1.48‑2.60) 2.19 (1.61‑3.00) 2.52 (1.78‑3.60) 2.78 (1.89‑4.12) 3-hr 0.779 (0.649‑0.944) 1.00 (0.835‑1.22) 1.30 (1.08‑1.58) 1.54 (1.27‑1.89) 1.87 (1.49‑2.38) 2.13 (1.66‑2.77) 2.40 (1.82‑3.19) 2.67 (1.97‑3.66) 3.05 (2.15‑4.36) 3.35 (2.28‑4.96) 6-hr 1.11 (0.926‑1.35) 1.43 (1.19‑1.74) 1.84 (1.53‑2.24) 2.18 (1.79‑2.67) 2.62 (2.09‑3.33) 2.96 (2.31‑3.85) 3.31 (2.51‑4.41) 3.66 (2.70‑5.02) 4.13 (2.92‑5.92) 4.50 (3.07‑6.67) 12-hr 1.48 (1.23‑1.79) 1.91 (1.59‑2.32) 2.47 (2.05‑3.00) 2.91 (2.40‑3.57) 3.49 (2.78‑4.44) 3.93 (3.06‑5.10) 4.36 (3.31‑5.81) 4.80 (3.53‑6.57) 5.37 (3.79‑7.69) 5.81 (3.96‑8.61) 24-hr 1.99 (1.76‑2.29) 2.61 (2.31‑3.01) 3.40 (3.00‑3.93) 4.02 (3.52‑4.69) 4.83 (4.09‑5.82) 5.43 (4.51‑6.68) 6.02 (4.88‑7.58) 6.61 (5.21‑8.56) 7.38 (5.58‑9.95) 7.95 (5.82‑11.1) 2-day 2.39 (2.12‑2.76) 3.22 (2.85‑3.72) 4.27 (3.77‑4.94) 5.11 (4.47‑5.96) 6.21 (5.26‑7.48) 7.03 (5.83‑8.65) 7.84 (6.35‑9.88) 8.66 (6.83‑11.2) 9.74 (7.37‑13.1) 10.6 (7.72‑14.7) 3-day 2.58 (2.28‑2.97) 3.53 (3.12‑4.07) 4.75 (4.19‑5.50) 5.74 (5.02‑6.69) 7.05 (5.97‑8.49) 8.04 (6.67‑9.89) 9.03 (7.32‑11.4) 10.0 (7.91‑13.0) 11.4 (8.61‑15.4) 12.4 (9.08‑17.3) 4-day 2.77 (2.45‑3.19) 3.83 (3.39‑4.42) 5.22 (4.60‑6.04) 6.33 (5.54‑7.39) 7.83 (6.63‑9.44) 8.98 (7.45‑11.0) 10.1 (8.21‑12.8) 11.3 (8.91‑14.6) 12.9 (9.76‑17.4) 14.1 (10.3‑19.7) 7-day 3.14 (2.78‑3.62) 4.43 (3.92‑5.12) 6.13 (5.40‑7.09) 7.51 (6.57‑8.76) 9.39 (7.95‑11.3) 10.8 (8.99‑13.3) 12.3 (9.97‑15.5) 13.8 (10.9‑17.9) 15.9 (12.0‑21.4) 17.5 (12.8‑24.4) 10-day 3.40 (3.01‑3.92) 4.85 (4.28‑5.59) 6.76 (5.96‑7.82) 8.33 (7.29‑9.72) 10.5 (8.88‑12.6) 12.2 (10.1‑15.0) 13.9 (11.2‑17.5) 15.7 (12.3‑20.3) 18.1 (13.7‑24.4) 20.0 (14.6‑27.9) 20-day 4.06 (3.60‑4.68) 5.87 (5.19‑6.77) 8.30 (7.32‑9.60) 10.3 (9.04‑12.1) 13.2 (11.2‑15.9) 15.4 (12.8‑19.0) 17.8 (14.4‑22.4) 20.3 (16.0‑26.2) 23.7 (18.0‑32.0) 26.5 (19.4‑37.0) 30-day 4.79 (4.24‑5.52) 6.91 (6.11‑7.97) 9.80 (8.65‑11.3) 12.3 (10.7‑14.3) 15.7 (13.3‑19.0) 18.5 (15.4‑22.8) 21.5 (17.4‑27.0) 24.6 (19.4‑31.9) 29.0 (22.0‑39.2) 32.6 (23.9‑45.5) 45-day 5.70 (5.04‑6.56) 8.11 (7.17‑9.35) 11.4 (10.1‑13.2) 14.3 (12.5‑16.7) 18.4 (15.6‑22.2) 21.8 (18.1‑26.8) 25.4 (20.6‑32.0) 29.3 (23.1‑37.9) 34.9 (26.4‑47.0) 39.4 (28.9‑55.0) 60-day 6.72 (5.95‑7.75) 9.40 (8.31‑10.8) 13.2 (11.6‑15.2) 16.4 (14.4‑19.2) 21.2 (17.9‑25.5) 25.1 (20.8‑30.9) 29.3 (23.7‑36.9) 33.9 (26.7‑43.9) 40.6 (30.7‑54.7) 46.2 (33.8‑64.4) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (fora given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are notchecked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top 2/19/2020 Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.0638&lon=-117.4450&data=depth&units=english&series=pds 2/4 PF graphical Back to Top Maps & aerials Small scale terrain 2/19/2020 Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.0638&lon=-117.4450&data=depth&units=english&series=pds 3/4 Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi 2/19/2020 Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.0638&lon=-117.4450&data=depth&units=english&series=pds 4/4 Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi Water Quality Management Plan (WQMP) 4-10 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 N/A Form 4.2-3 Item 12 2 N/A Form 4.2-4 Item 13 3 N/A Form 4.2-5 Item 10 Post-developed 4 N/A Form 4.2-3 Item 13 5 N/A Form 4.2-4 Item 14 6 N/A Form 4.2-5 Item 14 Difference 7 N/A Item 4 – Item 1 8 N/A Item 2 – Item 5 9 N/A Item 6 – Item 3 Difference (as % of pre-developed) 10 N/A % Item 7 / Item 1 11 N/A % Item 8 / Item 2 12 N/A % Item 9 / Item 3 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 15 I 10 STATE HWY 60 I 215 S TAT E 91 STATE HWY 210 S T A T E H W Y 7 1 I 10 - I 15 STATE HWY 259 STATE 91 I 15 STATE HWY 210 STATE HWY 60 S T A TE H W Y 71 STATE H W Y 71 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 Deep Creek Mill Cre ek Cajon Creek Wash Zanja Creek Lytle Creek Wash Santa Ana River Sheep Creek Oak Glen Creek Mojave River C y p r e s s C h a n n el Sawpit Canyon H o r s e C a n y o n L i v e O a k C r e e k Grout Creek Y u c ai p a C r e e k Horsethief Canyon S e el e y C r e e k Cleghorn Canyon Morrey Arroyo Arrowbear Creek Sand Canyon Creek Sawpit Canyon Legend 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 1 Hydromodification A.1 Hydrologic Conditions of Concern (HCOC) Analysis HCOC Exemption: 1. Sump Condition: All downstream conveyance channel to an adequate sump (for example, Prado Dam, Santa Ana River, or other Lake, Reservoir or naturally erosion resistant feature) that will receive runoff from the project are engineered and regularly maintained to ensure design flow capacity; no sensitive stream habitat areas will be adversely affected; or are not identified on the Co-Permittees Hydromodification Sensitivity Maps. 2. Pre = Post: The runoff flow rate, volume and velocity for the post-development condition of the Priority Development Project do not exceed the pre-development (i.e, naturally occurring condition for the 2-year, 24-hour rainfall event utilizing latest San Bernardino County Hydrology Manual. a. Submit a substantiated hydrologic analysis to justify your request. 3. Diversion to Storage Area: The drainage areas that divert to water storage areas which are considered as control/release point and utilized for water conservation. a. See Appendix F for the HCOC Exemption Map and the on-line Watershed Geodatabase (http://sbcounty.permitrack.com/wap) for reference. 4. Less than One Acre: The Priority Development Project disturbs less than one acre. The Co-permittee has the discretion to require a Project Specific WQMP to address HCOCs on projects less than one acre on a case by case basis. The project disturbs less than one acre and is not part of a common plan of development. 5. Built Out Area: The contributing watershed area to which the project discharges has a developed area percentage greater than 90 percent. a. See Appendix F for the HCOC Exemption Map and the on-line Watershed Geodatabase (http://sbcounty.permitrack.com/wap) for reference. 2 Summary of HCOC Exempted Area HCOC Exemption reasoning 1 2 3 4 5 Area A X X B X C X E X F X G X X H01 X X H02 X X H02A X X H02B X H03 X H04 X X H05 X H06 X H07 X H08 X X H09 X H10 X X H11 X X H12 X J X U X W X I X II X III X IV X X V X* VI X VII X VIII X IX X X X XIII X *Detention/Conservation Basin Water Quality Management Plan (WQMP) 4-11 Form 4.2-3 HCOC Assessment for Runoff Volume (DA 1) (N/A) 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 N/A N/A N/A N/A N/A N/A N/A N/A 2a Hydrologic Soil Group (HSG) N/A N/A N/A N/A N/A N/A N/A N/A 3a DMA Area, ft2 sum of areas of DMA should equal area of DA N/A N/A N/A N/A N/A N/A N/A N/A 4a Curve Number (CN) use Items 1 and 2 to select the appropriate CN from Appendix C-2 of the TGD for WQMP N/A N/A N/A N/A N/A N/A N/A N/A 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 N/A N/A N/A N/A N/A N/A N/A N/A 2b Hydrologic Soil Group (HSG) N/A N/A N/A N/A N/A N/A N/A N/A 3b DMA Area, ft2 sum of areas of DMA should equal area of DA N/A N/A N/A N/A N/A N/A N/A N/A 4b Curve Number (CN) use Items 5 and 6 to select the appropriate CN from Appendix C-2 of the TGD for WQMP N/A N/A N/A N/A N/A N/A N/A N/A 5 Pre-Developed area-weighted CN: N/A 7 Pre-developed soil storage capacity, S (in): N/A S = (1000 / Item 5) - 10 9 Initial abstraction, Ia (in): N/A Ia = 0.2 * Item 7 6 Post-Developed area-weighted CN: N/A 8 Post-developed soil storage capacity, S (in): N/A S = (1000 / Item 6) - 10 10 Initial abstraction, Ia (in): N/A Ia = 0.2 * Item 8 11 Precipitation for 2 yr, 24 hr storm (in): N/A Go to: http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html 12 Pre-developed Volume (ft3): N/A Vpre =(1 / 12) * (Item sum of Item 3) * [(Item 11 – Item 9)^2 / ((Item 11 – Item 9 + Item 7) 13 Post-developed Volume (ft3): N/A 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): N/A VHCOC = (Item 13 * 0.95) – Item 12 Water Quality Management Plan (WQMP) 4-12 Form 4.2-4 HCOC Assessment for Time of Concentration (DA 1) (N/A) 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 N/A N/A N/A N/A N/A N/A N/A N/A 2 Change in elevation (ft) N/A N/A N/A N/A N/A N/A N/A N/A 3 Slope (ft/ft), So = Item 2 / Item 1 N/A N/A N/A N/A N/A N/A N/A N/A 4 Land cover N/A N/A N/A N/A N/A N/A N/A N/A 5 Initial DMA Time of Concentration (min) Appendix C-1 of the TGD for WQMP N/A N/A N/A N/A N/A N/A N/A N/A 6 Length of conveyance from DMA outlet to project site outlet (ft) May be zero if DMA outlet is at project site outlet N/A N/A N/A N/A N/A N/A N/A N/A 7 Cross-sectional area of channel (ft2) N/A N/A N/A N/A N/A N/A N/A N/A 8 Wetted perimeter of channel (ft) N/A N/A N/A N/A N/A N/A N/A N/A 9 Manning’s roughness of channel (n) N/A N/A N/A N/A N/A N/A N/A N/A 10 Channel flow velocity (ft/sec) Vfps = (1.49 / Item 9) * (Item 7/Item 8)^0.67 * (Item 3)^0.5 N/A N/A N/A N/A N/A N/A N/A N/A 11 Travel time to outlet (min) Tt = Item 6 / (Item 10 * 60) N/A N/A N/A N/A N/A N/A N/A N/A 12 Total time of concentration (min) Tc = Item 5 + Item 11 N/A N/A N/A N/A N/A N/A N/A N/A 13 Pre-developed time of concentration (min): N/A Minimum of Item 12 pre-developed DMA 14 Post-developed time of concentration (min): N/A Minimum of Item 12 post-developed DMA 15 Additional time of concentration needed to meet HCOC requirement (min): N/A TC-HCOC = (Item 13 * 0.95) – Item 14 Water Quality Management Plan (WQMP) 4-13 Form 4.2-5 HCOC Assessment for Peak Runoff (DA 1) (N/A) 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) N/A N/A N/A N/A N/A N/A 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) N/A N/A N/A N/A N/A N/A 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) N/A N/A N/A N/A N/A N/A 4 Pervious area infiltration rate (in/hr) Use pervious area CN and antecedent moisture condition with Appendix C-3 of the TGD for WQMP N/A N/A N/A N/A N/A N/A 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) N/A N/A N/A N/A N/A N/A 6 Peak Flow from DMA (cfs) Qp =Item 2 * 0.9 * (Item 1 - Item 5) N/A N/A N/A N/A N/A N/A 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 N/A n/a N/A N/A DMA B N/A n/a N/A N/A n/a N/A DMA C N/A N/A n/a N/A N/A n/a 8 Pre-developed Qp at Tc for DMA A: N/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: N/A 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: N/A 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): N/A Maximum of Item 8, 9, and 10 (including additional forms as needed) 11 Post-developed Qp at Tc for DMA A: N/A Same as Item 8 for post-developed values 12 Post-developed Qp at Tc for DMA B: N/A Same as Item 9 for post-developed values 13 Post-developed Qp at Tc for DMA C: N/A Same as Item 10 for post-developed values 14 Peak runoff from post-developed condition confluence analysis (cfs): N/A Maximum of Item 11, 12, and 13 (including additional forms as needed) 15 Peak runoff reduction needed to meet HCOC Requirement (cfs): N/A Qp-HCOC = (Item 14 * 0.95) – Item 10 Water Quality Management Plan (WQMP) 4-14 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) 4-15 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) 4-16 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) 4-17 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): 0 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) 4-18 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) 4-19 *The underground system is sized to detain 100-year storm for mitigation. Form 4.3-3 Infiltration LID BMP - including underground BMPs (DA 1) 1 Remaining LID DCV not met by site design HSC BMP (ft3): 121,993 Vunmet = Form 4.2-1 Item 7 - Form 4.3-2 Item 30 BMP Type Use columns to the right to compute runoff volume retention from proposed infiltration BMP (select BMP from Table 5-4 in TGD for WQMP) - Use additional forms for more BMPs DA 1 DMA 1 BMP Type: UG Detention Basin DA DMA - BMP Type DA - DMA - BMP Type - 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 18" (See Attachment D) - - 3 Infiltration safety factor See TGD Section 5.4.2 and Appendix D 3 (See Worksheet H in Attachment D) - - 4 Design percolation rate (in/hr) Pdesign = Item 2 / Item 3 6 - - 5 Ponded water drawdown time (hr) Copy Item 6 in Form 4.2-1 48 - - 6 Maximum ponding depth (ft) BMP specific, see Table 5-4 of the TGD for WQMP for BMP design details 24 - - 7 Ponding Depth (ft) dBMP = Minimum of (1/12*Item 4*Item 5) or Item 6 9 - - 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 524’ X 76’ (See Attachment B) - - 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 N/A - - 10 Amended soil porosity N/A - - 11 Gravel depth, dmedia (ft) Only included in certain BMP types, see Table 5-4 of the TGD for WQMP for BMP design details N/A - - 12 Gravel porosity N/A - - 13 Duration of storm as basin is filling (hrs) Typical ~ 3hrs N/A - - 14 Above Ground Retention Volume (ft3) Vretention = Item 8 * [Item7 + (Item 9 * Item 10) + (Item 11 * Item 12) + (Item 13 * (Item 4 / 12))] 0 - - 15 Underground Retention Volume (ft3) Volume determined using manufacturer’s specifications and calculations *246,572 - - 16 Total Retention Volume from LID Infiltration BMPs: *246,572 (Sum of Items 14 and 15 for all infiltration BMP included in plan) 17 Fraction of DCV achieved with infiltration BMP: 202% 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) 4-20 4.3.3 Harvest and Use BMP (N/A) 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) (N/A) 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: 0 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) 4-21 4.3.4 Biotreatment BMP (N/A) 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) (N/A) 1 Remaining LID DCV not met by site design HSC, infiltration, or harvest and use BMP for potential biotreatment (ft3): 0 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. 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) 4-22 Form 4.3-6 Volume Based Biotreatment (DA 1) – Bioretention and Planter Boxes with Underdrains (N/A) 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) 4-23 Form 4.3-7 Volume Based Biotreatment (DA 1) – Constructed Wetlands and Extended Detention (N/A) 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) 4-24 Form 4.3-8 Flow Based Biotreatment (DA 1) (N/A) 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) 4-25 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): 121,993 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): 246,572 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): 0 Copy Item 3 in Form 4.3-5 6 Flow capacity provided by flow based biotreatment BMP (cfs): 0 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) 4-26 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): 246,572 Sum of Form 4.3-9 Items 2, 3, and 4 Evaluate option to increase implementation of on-site retention in Forms 4.3-2, 4.3-3, and 4.3-4 in excess of LID DCV toward achieving HCOC volume reduction 3 Remaining volume for HCOC volume capture (ft3): 0 Item 1 – Item 2 4 Volume capture provided by incorporating additional on-site or off-site retention BMPs (ft3): 0 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) 4-27 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 N4 – BMP Maintenance: UG Infil. System Owner • Inspect/Maintain UG-Infiltration basin Systems • Remove trash, sediments and debris by jet- vacuumed and pump and dispose of trash, sediments and debris in a legal manner. • Inspect system for standing water. If system has standing water perform re-inspection within 48-hours. If system still has standing water then the system shall be jet-vacuumed and pimped and removed debris shall be disposed of in a legal manner. Bi-monthly and Prior to storm event and 48 hours after storm has passed N13, N15 - Loading Docks: Loading Dock and Parking Lot Sweeping Owner Sweep loading dock, parking lot and truck courts. Monthly / As needed. N3 - Landscape BMPs, S5 – Landscape Grade: Planting Owner Inspect health of plants and erosion of landscape area. Trimming trees and bushes when needed. Weekly N11 – Litter/Debris Control, N14 – CB Inspection, S1 – SD Stencilling/Signage: Storm Drain System Signage Owner Inspect Catch basin signage for faded or lost signs/repair or replace as needed. Monthly N3 - Landscape BMPs, S4 - Efficient Irrigation: Efficient Irrigation Owner • Inspect irrigation system general operation and durations. • Repair damaged sprinkler and drip irrigation lines as needed. • Reduce durations during the winter season to prevent over irrigation. Monthly Water Quality Management Plan (WQMP) 5-2 N2 – Activity Restriction, S3 – Waste Storage: Trash Storage Areas and Litter Control (SD-32) Owner Inspect trash container, lids, screens and clean trash storage areas. Annualy N13 – Loading Ducks: Truck Dock Owner Inspect loading dock for trash debris and sediments. Inspect loading dock for evidence of spills and broken containers. Clean up spills and dispose of collected material in a legal manner. Weekly N14 - Catch Basin Filter Owner • Inspect and maintain catch basin filters as required. • Inspect catch basin bottom for debris / remove debris and dispose as required. Quarterly N4 – BMP Maintenance: Roof Runoff Controls (SD-11) Owner Inspect / Repair Roof Drains Bi-monthly and Prior to storm event and 48 hours after storm has passed 6-1 Section 6 WQMP Attachments 6.1. Site Plan and Drainage Plan Include a site plan and drainage plan sheet set containing the following minimum information: 6.2 Electronic Data Submittal Minimum requirements include submittal of PDF exhibits in addition to hard copies. Format must not require specialized software to open. If the local jurisdiction requires specialized electronic document formats (as described in their local Local Implementation Plan), this section will describe the contents (e.g., layering, nomenclature, geo-referencing, etc.) of these documents so that they may be interpreted efficiently and accurately. 6.3 Post Construction Attach all O&M Plans and Maintenance Agreements for BMP to the WQMP. 6.4 Other Supporting Documentation BMP Educational Materials Activity Restriction – C, C&R’s & Lease Agreements Project location Site boundary Land uses and land covers, as applicable Suitability/feasibility constraints Structural Source Control BMP locations Site Design Hydrologic Source Control BMP locations LID BMP details Drainage delineations and flow information Drainage connections Attachment A WQMP Site Plan DUKE - CYPRESS AT SLOVER INDUSTRIAL CITY OF FONTANA 2 FOR 1 DUKE - CYPRESS AT SLOVER INDUSTRIAL CITY OF FONTANA 2 FOR 2 Attachment B Supporting Calc’s & Manufacturer’s Details Date:09/01/2021 Project Name:96 CMP Detention City / County:San Bernardino State:CA Designed By:Ryan Peng Company:Huitt-Zollars, Inc =Adjustable Input Cells Telephone: Out-to-out length (ft): 522.0 Backfill Porosity (%): 40% System Diameter (in): 96 Out-to-out width (ft):74.0 Depth Above Pipe (in):6.0 Pipe Spacing (in):36 Number of Manifolds (ea):2.0 Depth Below Pipe (in):6.0 Incremental Analysis (in):6 Number of Barrels (ea):7.0 Width At Ends (ft):1.0 System Invert (Elevation):1071 Width At Sides (ft):1.0 Depth (ft) Elevation (ft) Incremental Storage (cf) Cumulative Storage (cf) Incremental Storage (cf) Cumulative Storage (cf) Incremental Storage (cf) Cumulative Storage (cf) Percent Open Storage (%) Ave. Surface Area (sf) 0.00 1071.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0% 15,929.6 0.50 1071.50 0.0 0.0 7,964.8 7,964.8 7,964.8 7,964.8 0.0% 15,929.6 1.00 1072.00 4,826.7 4,826.7 6,034.1 13,998.9 10,860.8 18,825.6 25.6% 24,504.4 1.50 1072.50 8,555.1 13,381.8 4,542.8 18,541.7 13,097.8 31,923.5 41.9% 27,645.0 2.00 1073.00 10,693.2 24,075.0 3,687.5 22,229.2 14,380.7 46,304.2 52.0% 29,756.0 2.50 1073.50 12,186.5 36,261.5 3,090.2 25,319.4 15,276.7 61,580.9 58.9% 31,268.6 3.00 1074.00 13,259.2 49,520.7 2,661.1 27,980.5 15,920.3 77,501.2 63.9% 32,349.1 3.50 1074.50 14,009.6 63,530.3 2,361.0 30,341.5 16,370.5 93,871.8 67.7% 33,079.2 4.00 1075.00 14,488.1 78,018.3 2,169.6 32,511.1 16,657.6 110,529.4 70.6% 33,502.7 4.50 1075.50 14,721.5 92,739.8 2,076.2 34,587.3 16,797.7 127,327.1 72.8% 33,641.6 5.00 1076.00 14,721.5 107,461.3 2,076.2 36,663.5 16,797.7 144,124.8 74.6% 33,502.7 5.50 1076.50 14,488.1 121,949.4 2,169.6 38,833.1 16,657.6 160,782.4 75.8% 33,079.2 6.00 1077.00 14,009.6 135,958.9 2,361.0 41,194.0 16,370.5 177,153.0 76.7% 32,349.1 6.50 1077.50 13,259.2 149,218.2 2,661.1 43,855.1 15,920.3 193,073.3 77.3% 31,268.6 7.00 1078.00 12,186.5 161,404.6 3,090.2 46,945.3 15,276.7 208,350.0 77.5% 29,756.0 7.50 1078.50 10,693.2 172,097.9 3,687.5 50,632.9 14,380.7 222,730.7 77.3% 27,645.0 8.00 1079.00 8,555.1 180,652.9 4,542.8 55,175.6 13,097.8 235,828.6 76.6% 24,504.4 8.50 1079.50 4,826.7 185,479.6 6,034.1 61,209.7 10,860.8 246,689.4 75.2% 15,929.6 9.00 1080.00 0.0 185,479.6 7,964.8 69,174.5 7,964.8 254,654.2 72.8% 15,929.6 Pipe Stone Total SystemSystem Storage Volume Estimation Miscellaneous Contech Engineered Solutions, LLC is pleased to offer the following estimate of storage volume for the above named project. The results are submitted as an estimate only, without liability on the part of Contech Engineered Solutions, LLC for accuracy or suitability to any particular applicaton and are subject to verification of the Engineer of Record. This tool is only applicable for rectangular shaped systems. CMP: Underground Detention System Storage Volume Estimation Summary of Inputs Pipe & Analysis InformationSystem Information Backfill Information These results are submitted to you as a guideline only, without liability on the part of CONTECH Engineered Solutions, LLC for accuracy or suitability to any particular application, and are subject to your verification. Corrugated Metal Pipe Design Guide ENGINEERED SOLUTIONS 22 Drainage Pipe Selection Introduction ...................................................................................................................3 Environment and Abrasion Guidelines ............................................................................4 Usage Guide for Drainage Products ................................................................................4 Product Dimensions and Hydraulics ................................................................................5 Reference Specifications .................................................................................................6 Corrugated Steel Pipe Height of Cover Tables ...................................................................................................7 Handling Weights ........................................................................................................10 Corrugated Aluminum Pipe Height of Cover Tables .................................................................................................11 Handling Weights ........................................................................................................12 ULTRA-FLO Height of Cover Tables .................................................................................................13 Handling Weight ..........................................................................................................14 Installation for CMP ..............................................................................................15 Miscellaneous SmoothCor ..................................................................................................................16 QUICK STAB Joint ........................................................................................................17 End Sections ................................................................................................................18 Table of Contents ENGINEERED SOLUTIONS 3 Durability Design Guide for Drainage Products Proper design of culverts and storm sewers requires structural, hydraulic and durability considerations. While most designers are comfortable with structural and hydraulic design, the mechanics of evaluating abrasion, corrosion and water chemistry to perform a durability design are not commonly found in most civil engineering handbooks. The durability and service life of a drainage pipe installation is directly related to the environmental conditions encountered at the site and the type of materials and coatings from which the culvert is fabricated. Two principle causes of early failure in drainage pipe materials are corrosion and abrasion. Service life can be affected by the corrosive action of the backfill in contact with the outside of a drainage pipe or more commonly by the corrosive and abrasive action of the flow in the invert of the drainage pipe. The design life analysis should include a check for both the water side and soil side environments to determine which is more critical— or which governs service life. The potential for metal loss in the invert of a drainage pipe due to abrasive flows is often overlooked by designers and its effects are often mistaken for corrosion. An estimate for potential abrasion is required at each pipe location in order to determine the appropriate material and gage. This manual is intended to guide specifiers through the mechanics of selecting appropriate drainage products to meet service life requirements. The information contained in the following pages is a composite of several national guidelines. Using the Design Guide The choice of material, gage and product type can be extremely important to service life. The following steps describe the procedure for selecting the appropriate drainage product, material and gage to meet a specific service life requirement. Design Sequence 1. Select pipe or structure based on hydraulic and clearance requirements. Use Tables 4 and 5 as reference for size limits and hydraulic properties of all drainage products. 2. Use Height of Cover tables for the chosen pipe or structure to determine the material gage required for the specific loading condition. 3. Use Table 1 to select the appropriate material for the site-specific environmental conditions. Whenever possible, existing installations of drainage structures along the same water course offer the most reliable estimate of long- term performance for specific environment conditions. In many cases, there will be more than one material that is appropriate for the project environmental conditions. Generally speaking, the metal material types increase in price as you move from top down on Table 1. Please contact your local CONTECH Sales Representative for pricing. 4. Use Table 2 to determine which abrasion level most accurately describes the typical storm event (2 year storm). The expected stream velocity and associated abrasion conditions should be based on a typical flow and not a 10 or 50-year design flood. 5. Use Table 3 to determine whether the structural gage for the selected material is sufficient for the design service life. If the structural gage is greater than or equal to the gage required for a particular abrasion condition and service life, use the structural gage. Conversely, if the structural gage is less than the gage required for a particular abrasion condition and service life, use the gage required by Table 3. Note: Both Contech round pipe and pipe-arch are available with either helical or an- nular corrugations. Contech HEL-COR® pipe (helical corrugations) is furnished with continuous lock seams and annular re-rolled ends. Contech riveted pipe is furnished with annular corrugations only. The height of cover tables in this guide are helical corrugations only. Consult your Contech representative for Height of Cover tables on riveted pipe. 4 Ta b l e 2 — F H W A A b r a s i o n G u i d e l i n e s Ab r a s i o n Ab r a s i o n Be d L o a d Fl o w V e l o c i t y Le v e l Co n d i t i o n (f p s ) 1 No n - A b r a s i v e No n e Min i m a l 2 Lo w A b r a s i o n Mi n o r < 5 3 Mo d e r a t e A b r a s i o n Mo d e r a t e 5 - 1 5 4 Se v e r e A b r a s i o n He a v y > 1 5 “In t e r i m D i r e c t G u i d e l i n e s o n D r a i n a g e P i p e A l t e r n a t i v e S e l e c t i o n . ” F H W A , 2 0 0 5 . Ta b l e 1 — R e c o m m e n d e d E n v i r o n m e n t s Ma t e r i a l T y p e So i l * a n d W a t e r p H Re s i s t i v i t y ( o h m - c m ) 3 4 5 6 7 8 9 10 11 12 Mi n i m u m Ma x i m u m Ga l v a n i z e d S t e e l * 20 0 0 80 0 0 Alu m i n i z e d S t e e l T y p e 2 15 0 0 N/ A Po l y m e r C o a t e d 25 0 N/ A Alu m i n u m A l l o y 50 0 N/ A *A p p r o p r i a t e p H r a n g e f o r G a l v a n i z e d S t e e l i s 6 . 0 t o 1 0 CM P ( 1 / 2 ” & 1 ” d e e p c o r r u g a t i o n s , U L T R A F L O 3 & S m o o t h C o r 2,3 ) Min i m u m g a g e r e q u i r e d t o m e e t d e s i g n s e r v i c e l i f e , a s s u m i n g t h a t s t r u c t u r a l d e s i g n h a s b e e n m e t . Ga l v a n i z e d ( 2 o z . ) 16 12 10 84 14 10 8 N/ A 1 4 5 10 5 85 N/ A Ga l v a n i z e d a n d As p h a l t C o a t e d 16 14 10 8 14 12 8 N/ A 1 4 5 12 5 85 N/ A Ga l v . , As p h a l t C o a t e d a n d P a v e d I n v e r t 16 16 14 10 16 14 12 8 1 4 12 10 N/ A Al u m i n i z e d T y p e 2 16 16 16 14 14 14 14 12 14 6 14 6 14 6 12 6 Po l y m e r C o a t e d 16 16 16 8 16 9 16 16 16 8 16 9 1 4 7 14 7 14 7,8 14 7,9 Al u m i n u m A l l o y 16 16 16 16 14 14 14 14 14 5 14 5 14 5 14 5 Ru r a l Mi n o r Ma j o r Ur b a n Ru r a l Min o r Ma j o r Ur b a n Ru r a l Min o r Ma j o r Ur b a n 25 50 75 10 0 25 50 75 10 0 25 50 75 10 0 Ta b l e 3 — D r a i n a g e P r o d u c t U s a g e G u i d e 1 Ap p l i c a t i o n Ro a d w a y C l a s s i f i c a t i o n De s i g n S e r v i c e L i f e Ab r a s i o n L e v e l Ab r a s i o n L e v e l 1 & 2 Ab r a s i o n L e v e l 4 Ab r a s i o n L e v e l 3 Cu l v e r t s , S t o r m D r a i n , C r o s s D r a i n , M e d i a n D r a i n , S i d e D r a i n 1. Ba s e d o n T a b l e 1 - R e c o m m e n d e d E n v i r o n m e n t s . 2. Sm o o t h C o r ™ S t e e l P i p e c o m b i n e s a c o r r u g a t e d s t e e l e x t e r i o r s h e l l w i t h a h y d r a u l i c a l l y s m o o t h i n t e r i o r l i n e r . 3. Se r v i c e l i f e e s t i m a t e s f o r U L T R A F L O ® a n d S m o o t h C o r P i p e a s s u m e a s t o r m s e w e r a p p l i c a t i o n . S t o r m s e w e r s r a r e l y a c h i e v e a b r a s i o n l e v e l s 3 o r 4 . F o r a p p l i c a t i o n s o t h e r t h a n s t o r m s e w e r s o r a b r a s i o n c o n d i t i o n s a b o v e A b r a s i o n L e v e l 2 , p l e a s e c o n t a c t y o u r C o n t e c h S a l e s R e p r e s e n t a t i v e f o r g a g e a n d c o a t i n g r e c o m m e n d a t i o n s . 4. D e s i g n s e r v i c e l i f e f o r 8 g a g e g a l v a n i z e d i s 9 7 y e a r s . 5. I n v e r t p r o t e c t i o n t o c o n s i s t o f v e l o c i t y r e d u c t i o n s t r u c t u r e s . 6. A s p h a l t c o a t e d a n d p a v e d i n v e r t o r v e l o c i t y r e d u c t i o n s t r u c t u r e s a r e n e e d e d . 7. R e q u i r e s a f i e l d a p p l i e d c o n c r e t e p a v e d i n v e r t w i t h m i n i m u m t h i c k n e s s 1 ” a b o v e c o r r u g a t i o n c r e s t s . 8. 7 5 y e a r s e r v i c e l i f e f o r p o l y m e r c o a t e d i s b a s e d o n a p H r a n g e o f 4 - 9 a n d r e s i s t i v i t y g r e a t e r t h a n 7 5 0 o h m - c m . 9. 1 0 0 y e a r s e r v i c e l i f e f o r p o l y m e r c o a t e d i s b a s e d o n a p H r a n g e o f 5 - 9 a n d r e s i s t i v i t y g r e a t e r t h a n 1 5 0 0 o h m - c m . 5 Table 4 - Product Dimensions Drainage Product Common Uses Size Limits*Manning’s “n” ValueMinimumMaximum Ro u n d P i p e Corrugated Steel (1/2” deep corrugation) Culverts, smallbridges, storm water detention/retention systems, conduits, tunnels, storm sewers. 12”84”0.011 - 0.021 Corrugated Steel with Paved Invert (1/2” deep corrugation)12”84”0.014 - 0.020 Corrugated Steel (1” deep corrugation)54”144”0.022 - 0.027 Corrugated Steel with Paved Invert (1” deep corrugation)54”144”0.019 - 0.023 Corrugated Aluminum (1/2” deep corrugation)12”72”0.011 - 0.021 Corrugated Aluminum (1” deep corrugation)30”120”0.023 - 0.027 ULTRA FLO® Steel Storm sewers, culverts, storm water detention/retention systems. 18”102”0.012 ULTRA FLO Aluminum 18”84”0.012 SmoothCor™ Steel (1/2” deep corrugation)18”66”0.012 SmoothCor Steel (1” deep corrugation)48”126”0.012 Pi p e - A r c h Corrugated Steel (1/2” deep corrugation) Culverts, smallbridges, storm water detention/retention systems, conduits, tunnels, storm sewers. 17” x 13” 83” x 57”0.011 - 0.021 Corrugated Steel with Paved Invert (1/2” deep corrugation)17” x 13” 83” x 57”0.014 - 0.019 Corrugated Steel (1” deep corrugation)53” x 41”142” x 91”0.023 - 0.027 Corrugated Steel with Paved Invert (1” deep corrugation)53” x 41”142” x 91”0.019 - 0.022 Corrugated Aluminum (1/2” deep corrugation)17” x 13” 71” x 47”0.011 - 0.021 Corrugated Aluminum (1” deep corrugation)60” x 46”112” x 75”0.023 - 0.027 ULTRA FLO Steel Storm sewers, culverts, storm water detention/retention systems. 20” x 16”66” x 51”0.012 ULTRA FLO Aluminum 20” x 16”66” x 51”0.012 SmoothCor Steel (1/2” deep corrugation)21” x 15”77” x 52”0.012 SmoothCor Steel (1” deep corrugation)53” x 41”137” x 87”0.012 * For sizes outside of these limits, please contact your Contech representative. Table 5 — Corrugated Steel Pipe—Values of Coefficient of Roughness (n) All Diameters 1-1/2” x 1/4” Helical* Corrugation Helical—2-2/3” x 1/2” 2-2/3” x 1/2”Annular 8 in.10 in.12 in.15 in.18 in.24 in.36 in.48 in.60 in. + Unpaved 0.024 0.012 0.014 0.011 0.012 0.013 0.015 0.018 0.020 0.021 PAVED-INVERT 0.021 0.014 0.017 0.020 0.019 SmoothCor N/A 0.012 0.012 0.012 0.012 0.012 Annular Helical*—3” x 1” 3” x 1”36 in.42 in.48 in.54 in.60 in.66 in.72 in.78 in. + Unpaved 0.027 0.022 0.022 0.023 0.023 0.024 0.025 0.026 0.027 PAVED-INVERT 0.023 0.019 0.019 0.020 0.020 0.021 0.022 0.022 0.023 SmoothCor N/A 0.012 0.012 0.012 0.012 0.012 0.012 Annular Helical*—5” x 1” 5” x 1”48 in.54 in.60 in.66 in.72 in.78 in. + Unpaved N/A 0.022 0.022 0.023 0.024 0.024 0.025 PAVED-INVERT N/A 0.019 0.019 0.020 0.021 0.021 0.022 ULTRA FLO N/A 3/4” x 3/4” x 7-1/2” All diameters n = 0.012 * Tests on helically corrugated pipe demonstrate a lower coefficient of roughness than for annularly corrugated steel pipe. Pipe-arches approximately have the same roughness characteristics as their equivalent round pipes. 6 Pi p e & P i p e - A r c h Table 6 - AASHTO Reference Specifications Material Type Material Pipe Design* Installation* CMP (1/2” or 1” deep corrugations) Galvanized (2 oz.) M218 M36 Section 12 Section 26 Asphalt Coated M190 M36 Section 12 Section 26 Asphalt Coated and Paved Invert M190 M36 Section 12 Section 26 Aluminized Type 2 M274 M36 Section 12 Section 26 Polymer Coated M246 M36 & M245 Section 12 Section 26 Aluminum Alloy M197 M196 Section 12 Section 26 ULTRA FLO (3/4” x 3/4” x 7-1/2” corrugation) Galvanized (2 oz.) M218 M36 Section 12 Section 26 Aluminized Type 2 M274 M36 Section 12 Section 26 Polymer Coated M246 M36 & M245 Section 12 Section 26 Aluminum Alloy M197 M196 Section 12 Section 26 SmoothCor Polymer Coated M246 M36 & M245 Section 12 Section 26 * AASHTO LRFD Bridge Design Specification and AASHTO Standard Specification for Highway Bridges 7 Heights of Cover 2-2/3” x 1/2” Height of Cover Limits for Corrugated Steel Pipe Heights of Cover Notes: 1. These tables are for lock-seam or welded-seam construction. They are not for riveted construction. Consult your Contech Sales Representative for Height of Cover tables on riveted pipe. 2. These values, where applicable, were calculated using a load factor of K=0.86 as adopted in the NCSPA CSP Design Manual, 2008. 3. The haunch areas of a pipe-arch are the most critical zone for backfilling. Extra care should be taken to provide good material and compaction to a point above the spring line. 4. E 80 minimum cover is measured from top of pipe to bottom of tie. 5. H 20 and H 25 minimum cover is measured from top of pipe to bottom of flexible pavement or top of rigid pavement. 6. The H 20 and H 25 pipe-arch tables are based on 2 tons per square foot corner bearing pressures. 7. The E 80 pipe-arch tables minimum and maximum covers are based on the corner bearing pressures shown. These values may increase or decrease with changes in allowable corner bearing pressures. 8. 0.052” is 18 gage. 0.064” is 16 gage. 0.079” is 14 gage. 0.109” is 12 gage. 0.138” is 10 gage. 0.168” is 8 gage. 9. For construction loads, see Page 15. 10. 1-1/2” x 1/4” corrugation. H20, H25 and E80 loading. 11. SmoothCor has same Height of Cover properties as corrugated steel pipe. The exterior shell of SmoothCor is manufactured in either 2-2/3” x 1/2” or 3" x 1" corrugations; maximum exterior shell gage is 12. 12. Sewer gage (trench conditions) tables for corrugated steel pipe can be found in the AISI book “Modern Sewer Design,” 4th Edition, 1999. These tables may reduce the minimum gage due to a higher flexibility factor allowed for a trench condition. Corrugated Steel Pipe H 20 and H 25 Live Loads, Pipe-Arch Minimum Round Structural Minimum Equivalent, Span x Rise, Thickness, Cover, Inches Inches Inches Inches 15 17 x 13 0.064 12 16 18 21 x 15 0.064 15 21 24 x 18 0.064 24 28 x 20 0.064 30 35x 24 0.064 36 42 x 29 0.064 42 49 x 33 0.064* 48 57 x 38 0.064* 54 64 x 43 0.079* 60 71 x 47 0.109* 66 77 x 52 0.109* 72 83 x 57 0.138* 12 15 Maximum(7) Cover, Feet Size 2 Tons/Ft.2 Corner Bearing Pressure Maximum Cover, Feet 3 Tons/Ft.2 Corner Bearing Pressure Size E 80 Live Loads, Pipe-Arch Minimum Round Structural Minimum Equivalent, Span x Rise, Thickness, Cover, Inches Inches Inches Inches 15 17 x 13 0.079 24 22 18 21 x 15 0.079 21 24 x 18 0.109 24 28 x 20 0.109 30 35 x 24 0.138 36 42 x 29 0.138 42 49 x 33 0.138* 48 57 x 38 0.138* 54 64 x 43 0.138* 60 71 x 47 0.138* 24 22 * These values are based on the AISI Flexibility Factor limit (0.0433 x 1.5) for pipe-arch. (8) H 20 and H 25 Live Loads Diameter or Span, Inches Minimum Cover, Inches Maximum Cover, Feet(2) Specified Thickness, Inches 0.052 0.064 0.079 0.109 0.138 0.168 610 12 388 486 810 291 365 1010 233 392 12 197 248 310 15 158 198 248 18 131 165 206 21 113 141 177 248 24 98 124 155 217 30 99 124 173 36 83 103 145 186 42 71 88 124 159 195 48 62 77 108 139 171 54 67 94 122 150 60 80 104 128 66 68 88 109 72 75 93 78 79 84 12 66 E 80 Live Loads Diameter or Span, Inches Minimum Cover, Inches Maximum Cover, Feet(2) Specified Thickness, Inches 0.052 0.064 0.079 0.109 0.138 0.168 12 12 197 248 310 15 158 198 248 18 131 165 206 21 113 141 177 248 24 98 124 155 217 30 99 124 173 36 83 103 145 186 42 71 88 124 159 195 48 12 62 77 108 139 171 54 18 67 94 122 150 60 80 104 128 66 68 88 109 72 18 75 93 78 24 79 84 24 66 8 Heights of Cover Notes: 1. These tables are for lock-seam or welded-seam construction. They are not for riveted construction. Consult your Contech Sales Representative for Height of Cover tables on riveted pipe. 2. These values, where applicable, were calculated using a load factor of K=0.86 as adopted in the NCSPA CSP Design Manual, 2008. 3. The span and rise shown in these tables are nominal. Typically the actual rise that forms is greater than the specified nominal. This actual rise is within the tolerances as allowed by the AASHTO & ASTM specifications. The minimum covers shown are more conservative than required by the AASHTO and ASTM specifications to account for this anticipated increase in rise. Less cover height may be tolerated depending upon actual rise of supplied pipe arch. 4. The haunch areas of a pipe-arch are the most critical zone for backfilling. Extra care should be taken to provide good material and compaction to a point above the spring line. 5. E 80 minimum cover is measured from top of pipe to bottom of tie. 6. H 20 and H 25 minimum cover is measured from top of pipe to bottom of flexible pavement or top of rigid pavement. 7. The H 20 and H 25 pipe-arch tables are based on 2 tons per square foot corner bearing pressures. 8. The E 80 pipe-arch tables minimum and maximum covers are based on the corner bearing pressures shown. These values may increase or decrease with changes in allowable corner bearing pressures. 9. 0.052” is 18 gage. 0.064” is 16 gage. 0.079” is 14 gage. 0.109” is 12 gage. 0.138” is 10 gage. 0.168” is 8 gage. 10. For construction loads, see Page 15. 11. SmoothCor has same Height of Cover properties as corrugated steel pipe. The exterior shell of SmoothCor is manufactured in either 2-2/3” x 1/2” or 3”x1” corrugations; maximum exterior shell gage is 12. 12. Sewer gage (trench conditions) tables for corrugated steel pipe can be found in the AISI book “Modern Sewer Design,” 4th Edition, 1999. These tables may reduce the minimum gage due to a higher flexibility factor allowed for a trench condition. Heights of Cover 5” x 1” or 3” x 1” Height of Cover Limits for Corrugated Steel Pipe H 20 and H 25 Live Loads Diameter Minimum or Span, Cover Inches Inches 0.064 0.079 0.109 0.138 0.168 54 12 56 70 98 127 155 60 50 63 88 114 139 66 46 57 80 103 127 72 42 52 74 95 116 78 39 48 68 87 107 84 36 45 63 81 99 90 33 42 59 76 93 96 12 31 39 55 71 87 102 18 29 37 52 67 82 108 35 49 63 77 114 32 45 58 72 120 30 42 54 66 126 39 50 61 132 36 46 58 138 33 43 53 144 18 39 49 Maximum cover heights shown are for 5” x 1”. To obtain maximum cover for 3” x 1”, increase these values by 12% E 80 Live Loads Diameter Minimum or Span, Cover Inches Inches 0.064 0.079 0.109 0.138 0.168 54 18 56 70 98 127 155 60 50 63 88 114 139 66 46 57 80 103 127 72 18 42 52 74 95 116 78 24 39 48 68 87 107 84 36 45 63 81 99 90 33(1) 42 59 76 93 96 24 31(1) 39 55 71 87 102 30 29(1) 37 52 67 82 108 35 49 63 77 114 32(1) 45 58 72 120 30 30(1) 42 54 66 126 36 39 50 61 132 36 46 58 138 33(1) 43 53 144 36 39 49 Maximum cover heights shown are for 5” x 1”. To obtain maximum cover for 3” x 1”, increase these values by 12%. (1) These diameters in these gages require additional minimum cover. Maximum Cover, Feet(2) Specified Thickness, Inches Maximum Cover, Feet(2) Specified Thickness, Inches 5” x 1” Pipe-Arch Height of Cover Limits for Corrugated Steel Pipe H 20 and H 25 Live Loads Minimum Equivalent Specified Minimum Pipe Span x Rise Thickness, Cover 2 Tons/Ft.2 Corner Diameter Inches(3) Inches* Inches Bearing Pressure 72 81 x 59 0.109 18 21 78 87 x 63 0.109 18 20 84 95 x 67 0.109 18 20 90 103 x 71 0.109 18 20 96 112 x 75 0.109 21 20 102 117 x 79 0.109 21 19 108 128 x 83 0.109 24 19 114 137 x 87 0.109 24 19 120 142 x 91 0.138 24 19 Larger sizes are available in some areas of the United States. Check with your local Contech representative . Some minimum heights-of-cover for pipe-arches have been increased to take into account allowable "plus" tolerances on the manufactured rise. E 80 Live Loads Minimum Equivalent Specified Minimum Pipe Span x Rise Thickness, Cover 2 Tons/Ft.2 Cover Diameter Inches(3) Inches* Inches Bearing Pressure 72 81 x 59 0.109 30 21 78 87 x 63 0.109 30 18 84 95 x 67 0.109 30 18 90 103 x 71 0.109 36 18 96 112 x 75 0.109 36 18 102 117 x 79 0.109 36 17 108 128 x 83 0.109 42 17 114 137 x 87 0.109 42 17 120 142 x 91 0.138 42 17 * Some 3” x 1” and 5” x 1” minimum gages shown for pipe-arch are due to manufacturing limitations. Maximum(7) Cover, FeetSize Maximum(8) Cover, FeetSize 9 Heights of Cover Notes: 1. These tables are for lock-seam or welded-seam construction. They are not for riveted construction. Consult your Contech Sales Representative for Height of Cover tables on riveted pipe. 2. These values, where applicable, were calculated using K=0.86 as adopted in the NCSPA CSP Design Manual, 2008. 3. The span and rise shown in these tables are nominal. Typically the actual rise that forms is greater than the specified nominal. This actual rise is within the tolerances as allowed by the AASHTO & ASTM specifications. The minimum covers shown are more conservative than required by the AASHTO and ASTM specifications to account for this anticipated increase in rise. Less cover height may be tolerated depending upon actual rise of supplied pipe arch. 4. The haunch areas of a pipe-arch are the most critical zone for backfilling. Extra care should be taken to provide good material and compaction to a point above the spring line. 5. E 80 minimum cover is measured from top of pipe to bottom of tie. 6. H 20 and H 25 minimum cover is measured from top of pipe to bottom of flexible pavement or top of rigid pavement. 7. The H 20 and H 25 pipe-arch tables are based on 2 tons per square foot corner bearing pressures. 8. The E 80 pipe-arch tables minimum and maximum covers are based on the corner bearing pressures shown. These values may increase or decrease with changes in allowable corner bearing pressures. 9. 0.052” is 18 gage. 0.064” is 16 gage. 0.079” is 14 gage. 0.109” is 12 gage. 0.138” is 10 gage. 0.168” is 8 gage. 10. For construction loads, see Page 15. 11. SmoothCor has same Height of Cover properties as corrugated steel pipe. The exterior shell of SmoothCor is manufactured in either 2-2/3” x 1/2” or 3" x 1" corrugations; maximum exterior shell gage is 15. 12. Sewer gage (trench conditions) tables for corrugated steel pipe can be found in the AISI book “Modern Sewer Design,” 4th Edition, 1999. These tables may reduce the minimum gage due to a higher flexibility factor allowed for a trench condition. 3” x 1” Pipe-Arch Height of Cover Limits for Corrugated Steel Pipe-Arch H 20 and H 25 Live Loads Minimum Equivalent Specified Minimum Pipe Span x Rise Thickness, Cover 2 Tons/Ft.2 Corner Diameter Inches Inches* Inches Bearing Pressure 48 53 x 41 0.079 12 25 54 60 x 46 0.079 15 25 60 66 x 51 0.079 15 25 66 73 x 55 0.079 18 24 72 81 x 59 0.079 18 21 78 87 x 63 0.079 18 20 84 95 x 67 0.079 18 20 90 103 x 71 0.079 18 20 96 112 x 75 0.079 21 20 102 117 x 79 0.109 21 19 108 128 x 83 0.109 24 19 114 137 x 87 0.109 24 19 120 142 x 91 0.138 24 19 Larger sizes are available in some areas of the United States. Check with your local Contech Sales Representative. Some minimum heights-of-cover for pipe-arches have been increased to take into account allowable “plus” tolerances on the manufactured rise. E 80 Live Loads Minimum Equivalent Specified Minimum Pipe Span x Rise Thickness, Cover 2 Tons/Ft.2 Corner Diameter Inches Inches* Inches Bearing Pressure 48 53 x 41 0.079 24 25 54 60 x 46 0.079 24 25 60 66 x 51 0.079 24 25 66 73 x 55 0.079 30 24 72 81 x 59 0.079 30 21 78 87 x 63 0.079 30 18 84 95 x 67 0.079 30 18 90 103 x 71 0.079 36 18 96 112 x 75 0.079 36 18 102 117 x 79 0.109 36 17 108 128 x 83 0.109 42 17 114 137 x 87 0.109 42 17 120 142 x 91 0.138 42 17 * Some 3” x 1” and 5” x 1” minimum gages shown for pipe-arch are due to manufacturing limitations. Maximum(7) Cover, FeetSize Size Maximum(8) Cover, Feet Heights of Cover 10 Approximate Weight (Pounds/Foot) Contech Corrugated Steel Pipe (Estimated Average Weights—Not for Specification Use) 1-1/2” x 1/4” Corrugation Inside Specified Diameter, Thickness, Galvanized & Full in. in. ALUMINIZED Coated 6 0.052 4 5 0.064 5 6 8 0.052 5 6 0.064 6 7 10 0.052 6 7 0.064 7 8 3” x 1” or 5” x 1” Corrugation Inside Diameter, in.Specified Thickness Galvanized & ALUMINIZED Full Coated Coated & PAVED-INVERT SmoothCor 54 0.064 50 66 84 84 0.079 61 77 95 95 0.109 83 100 118 118 0.138 106 123 140 0.168 129 146 163 60 0.064 55 73 93 93 0.079 67 86 105 1050.109 92 110 130 130 0.138 118 136 156 0.168 143 161 181 66 0.064 60 80 102 102 0.079 74 94 116 116 0.109 101 121 143 145 0.138 129 149 171 0.168 157 177 199 72 0.064 66 88 111 1120.079 81 102 126 127 0.109 110 132 156 157 0.138 140 162 186 0.168 171 193 217 78 0.064 71 95 121 120 0.079 87 111 137 136 0.109 119 143 169 1680.138 152 176 202 0.168 185 209 235840.064 77 102 130 130 0.079 94 119 147 147 0.109 128 154 182 181 0.138 164 189 217 0.168 199 224 253 90 0.064 82 109 140 139 0.079 100 127 158 1570.109 137 164 195 194 0.138 175 202 233 0.168 213 240 271 96 0.064 87 116 149 148 0.079 107 136 169 168 0.109 147 176 209 208 0.138 188 217 2500.168 228 257 290 102 0.064 93 124 158 1580.079 114 145 179 179 0.109 155 186 220 222 0.138 198 229 263 0.168 241 272 306 108 0.079 120 153 188 189 0.109 165 198 233 235 0.138 211 244 2790.168 256 289 324 114 0.079 127 162 199 200 0.109 174 209 246 248 0.138 222 257 294 0.168 271 306 343 120 0.079 134 171 210 211 0.109 183 220 259 260 0.138 234 271 310 0.168 284 321 3601260.109 195 233 274 276 0.138 247 285 326 0.168 299 338 378 132 0.109 204 244 287 289 0.138 259 299 342 0.168 314 354 397 138 0.109 213 255 300 3000.138 270 312 357 0.168 328 370 4151440.138 282 326 373 0.168 344 388 435 (2) 1. Weights for polymer coated pipe are 1% to 4% higher, varying by gage. 2. Please contact your Contech Sales Representative. 3. Weights listed in the 3” x 1” or 5” x 1” table are for 3” x 1” pipe. Weights for 5” x 1” are approximately 12% less than those used in this table, for metallic coated pipe. 2-2/3” x 1/2” Corrugation Inside Diameter, in.Specified Thickness Galvanized & ALUMINIZED Full Coated Coated & PAVED-INVERT SmoothCor 12 0.052 8 10 13 0.064 10 12 15 0.079 12 14 17 15 0.052 10 13 16 0.064 12 15 18 0.079 15 18 21 18 0.052 12 16 190.064 15 19 22 25 0.079 18 22 25 28 21 0.052 14 18 23 0.064 17 21 26 29 0.079 21 25 30 33 0.109 29 33 33 41 24 0.052 15 20 26 0.064 19 24 30 30 0.079 24 29 35 380.109 33 38 44 47 30 0.064 24 30 36 42 0.079 30 36 42 48 0.109 41 47 53 59 36 0.064 29 36 44 51 0.079 36 43 51 58 0.109 49 56 64 71 0.138 62 69 77420.064 34 42 51 60 0.079 42 50 59 68 0.109 57 65 74 82 0.138 72 80 89 0.168 88 96 105 48 0.064 38 48 57 67 0.079 48 58 67 770.109 65 75 84 94 0.138 82 92 1010.168 100 110 119 54 0.079 54 65 76 87 0.109 73 84 95 106 0.138 92 103 114 0.168 112 123 134 60 0.109 81 92 106 117 0.138 103 114 1280.168 124 135 149 66 0.109 89 101 117 129 0.138 113 125 141 0.168 137 149 165 72 0.138 123 137 154 (2) 0.168 149 163 180 78 0.168 161 177 194 (2)84 0.168 173 190 208 (2) Steel Thicknesses by Gage Gage 18 16 14 12 10 8 Thickness .052 .064 .079 .109 .138 .168 11 Diameter Minimum or Span Cover (In.) (In.) 18 16 14 12 10 8(5) 6 (4) 12 197 247 8 (4) 147 185 10 (4) 119 148 12 125 157 15 100 125 18 83 104 21 71 89 24 62 78 109 27 69 97 30 62 87 36 51 73 94 42 62 80 48 12 54 70 85 54 15 48 62 76 60 15 52 64 66 18 52 72 18 43 Equiv. Standard Gage 2-2/3” X 1/2” Height of Cover Limits for Corrugated Aluminum Pipe HL 93 Live Load Maximum Cover, (Ft.)(2) Corrugated Aluminum Pipe Heights of Cover Heights of Cover 3” x 1” Height of Cover Limits for Corrugated Aluminum Pipe HL 93 Live Load Diameter Minimum(3) or Span Cover (In.) (In.) 16 14 12 10 8(6) 30 12 57 72 101 135 159 36 47 60 84 112 132 42 40 51 72 96 113 48 12 35 44 62 84 99 54 15 31 39 55 74 88 60 15 28 35 50 67 79 66 18 25 32 45 61 72 72 18 23 29 41 56 66 78 21 27 38 51 61 84 21 35 48 56 90 24 33 44 52 96 24 31 41 49 102 24 39 46 108 24 37 43 114 24 39 120 24 36 Equiv. Standard Gage Maximum Cover, (Ft.) (2) 3” x 1” Height of Cover Limits for Corrugated Aluminum Pipe-Arch 2 2/3" x 1/2" Height of Cover Limits for Corrugated Aluminum Pipe-Arch Notes: 1. Height-of-cover is measured to top of rigid pavement or to bottom of flexible pavement. 2. Maximum cover meets AASHTO LRFD design criteria. 3. Minimum cover meets AASHTO and ASTM B 790 design criteria. 4. 1 1/2” x 1/4” corrugation. 5. 8-gage pipe has limited availability. 6. For construction loads, see page 15. Notes: 1. Height-of-cover is measured to top of rigid pavement or to bottom of flexible pavement. 2. Maximum cover meets AASHTO LRFD design criteria. 3. Minimum cover meets ASTM B 790 design criteria. 4. Limited availability on these sizes. 5. 8-gage pipe has limited availability. 6. For construction loads, see page 15. HL 93 Live Load Round Pipe Dia. (Inches) Size, (In.) Span x Rise Minimum Gage Minimum(3) Cover (Inches) Maximum Cover, (Ft.)Aluminum Pipe-Arch(2) 2 Tons/Ft.2 for Corner Bearing Pressures 15 17x13 16 12 13 18 21x15 16 12 12 21 24x18 16 12 12 24 28x20 14 12 12 30 35x24 14 12 12 36 42x29 12 12 12 42 49x33 12 15 12 48 57x38 10 15 12 54 64x43 10 18 12 60 71x47 8(5)18 12 HL 93 Live Load Round Pipe Dia. (Inches) Size, (In.) Span x Rise Minimum Gage Minimum(3) Cover (Inches) Maximum Cover, (Ft.)Aluminum Pipe-Arch(2) 2 Tons/Ft.2 for Corner Bearing Pressures 54 60x46 14 15 20 60 66x51 14 18 20 66 73x55 14 21 20 72 81x59 12 21 16 78(4)87x63 12 24 16 84(4)95x67 12 24 16 90(4)103x71 10 24 16 96(4)112x75 8(5)24 16 12 3” x 1” Corrugation Aluminum Pipe Diameter or Span (Inches) (.060) (.075) (.105) (.135) (.164) 16 14 12 10 8(3) 30 9.3 11.5 15.8 20.2 36 11.1 13.7 18.9 24.1 42 12.9 16.0 22.0 28.0 48 14.7 18.2 25.1 32.0 38.8 54 16.5 20.5 28.2 35.9 43.6 60 18.3 22.7 31.3 40.0 48.3 66 20.2 24.9 34.3 43.7 53.0 72 22.0 27.1 37.4 47.6 57.8 78 29.3 40.4 51.5 62.5 84 43.5 55.4 67.2 90 46.6 59.3 71.9 96 49.6 63.2 76.7 102 66.6 80.8 108 71.0 86.1 114 90.9 120 95.6 Notes: 1. Helical lockseam pipe only. Annular riveted pipe weights will be higher. 2. 1 ½” x ¼” Corrugation. 3. 8-gage pipe has limited availability. Approximate Weight/Foot Contech Corrugated Aluminum Pipe (Estimated Average Weights—Not for Specification Use) Weight (Lb./Lineal Ft.) Equiv. Standard Gage 2 2/3” x 1/2” Corrugation Aluminum Pipe Diameter or Span (Inches) (.048) (.060) (.075) (.105) (.135) (.164) 18 16 14 12 10 8(3) 6 (2) 1.3 1.6 8 (2) 1.7 2.1 10 (2) 2.1 2.6 12 3.2 4.0 15 4.0 4.9 18 4.8 5.9 21 5.6 6.9 24 6.3 7.9 10.8 27 8.8 12.2 30 9.8 13.5 36 11.8 16.3 20.7 42 19.0 24.2 48 21.7 27.6 33.5 54 24.4 31.1 37.7 60 34.6 41.9 66 46.0 72 50.1 Weight (Lb./Lineal Ft.) Equiv. Standard Gage 13 Heights of Cover ULTRA FLO® ULTRA FLO can be manufactured from polymer coated steel for added durability. Galvanized, ALUMINIZED STEEL Type 2 or Polymer Coated** Steel ULTRA FLO H 20 and H 25 Live Load Minimum/Maximum Cover (Feet) Specified Thickness and Gage Diameter (Inches) (0.064) 16 (0.079) 14 (0.109) 12 (0.138) 10 18 1.0/108 1.0/151211.0/93 1.0/130 1.0/216 24 1.0/81 1.0/113 1.0/189 30 1.0/65 1.0/91 1.0/151 36 1.0/54 1.0/75 1.0/126 42 1.0/46 1.0/65 1.0/108 48 1.0/40 1.0/56 1.0/94 1.0/137 54 1.25/36 1.25/50 1.0/84 1.0/122 60 1.25*/32* 1.25/45 1.0/75 1.0/109 66 1.5/41 1.25/68 1.25/99 72 1.5*/37*1.25/63 1.25/91 78 1.75*/34*1.5/58 1.5/84841.75/54 1.75/78 90 2.0*/50*2.0/73 96 2.0*/47*2.0/68 102 2.5*/43*2.5/61 108 2.5*/54* 114 2.5*/49* 120 2.5*/43* Galvanized, ALUMINIZED STEEL Type 2 or Polymer Coated** Steel ULTRA FLO Pipe-Arch H 20 and H 25 Live Load Minimum/Maximum Cover (Feet) Specified Thickness and Gage Equiv. Pipe Dia. (Inches) Span (Inches) Rise (Inches) (0.064) 16 (0.079) 14 (0.109) 12 18 20 16 1.0/16 21 23 19 1.0/15 24 27 21 1.0/133033261.0/13 1.0/13 36 40 31 1.0/13 1.0/13 42 46 36 M.L.8 M.L.8 1.0/13 48 53 41 M.L.8 M.L.8 1.25/13 54 60 46 M.L.8 M.L.8 1.25/13 60 66 51 M.L.8 M.L.8 1.25/13 11. All heights of cover are based on trench conditions. If embankment conditions exist, there may be restriction on gages for the large diameters. Your Contech Sales Representative can provide further guidance for a project in embankment conditions.12. All steel ULTRA FLO is installed in accordance with ASTM A798 “Installing Factory-Made Corrugated Steel Pipe for Sewers and Other Applications.” * These sizes and gage combinations are installed in accordance with ASTM A796 paragraphs 18.2.3 and ASTM A798. For aluminum ULTRA FLO refer to ASTM B790 and B788. ** Contact your local Contech representative for more specific information on Polymer Coated ULTRA FLO for gages 12 and 10. Notes:1. The tables for Steel H 20 and H 25 loading are based on the NCSPA CSP Design Manual, 2008 and were calculated using a load factor of K=0.86. The tables for Steel E 80 loading are based on the AREMA Manual. The tables for Aluminum HL 93 loading are based on AAS-HTO LRFD Design Criteria.2. The haunch areas of a pipe-arch are the most critical zone for backfilling. Extra care should be taken to provide good material and compaction to a point above the spring line.3. E 80 minimum cover is measured from top of pipe to bottom of tie.4. H 20, H 25 and HL 93 minimum cover is measured from top of pipe to bottom of flexible pavement or top of rigid pavement.5. The H 20, H 25 and HL 93 pipe-arch tables are based on 2 tons per square foot corner bearing pressures.6. The E 80 pipe-arch tables minimum and maximum covers are based on 3 tons per square foot corner bearing pressures shown.7. Larger size pipe-arches may be available on special order.8. M.L. (Heavier gage is required to prevent crimping at the haunches.)9. For construction loads, see Page 15.10. Sewer gage (trench conditions) tables for corrugated steel pipe can be found in the AISI book “Modern Sewer Design,” 4th Edition, 1999. These tables may reduce the minimum gage due to a higher flexibility factor allowed for a trench condition. Galvanized, ALUMINIZED STEEL Type 2 or Polymer Coated** Steel ULTRA FLO Pipe-Arch E 80 Live Load Span x Rise (Inches) Round Equivalent Minimum Cover (Inches) Minimum Gage Max Cover (Feet) 20x16 18 24 16 22 23x19 21 24 16 21 27x21 24 24 16 18 33x26 30 24 16 18 40x31 36 24 16 17 46x36 42 24 12 18 53x41 48 24 12 18 60x46 54 24 12 18 66x51 60 24 12 18 Galvanized, ALUMINIZED STEEL Type 2 or Polymer Coated** Steel ULTRA FLO E 80 Live Load Diameter (Inches) (0.064) 16 (0.079) 14 (0.109) 12 (0.138) 10 18 1.0 / 93 1.0 / 130 21 1.0 / 79 1.0 / 111 1.0 / 186 24 1.0 / 69 1.0 / 97 1.0 / 162 30 1.0 / 55 1.0 / 78 1.0 / 130 36 1.5 / 46 1.25 / 65 1.0 / 108 42 1.5 / 39 1.5 / 55 1.25 / 93 48 2.0 / 34 1.75 / 48 1.5 / 81 1.5 / 118 54 3.0* / 28*2.0 / 43 1.5 / 72 1.5 / 104 60 2.0 / 39 1.75 / 65 1.75 / 94662.5* / 35*2.0 / 58 2.0 / 85 72 2.0 / 49 2.0 / 78 78 2.5 / 42 2.5 / 72 84 2.75* / 35*2.5 / 67 90 2.5 / 62 96 2.5* / 58* 102 3.0* / 52* 14 Aluminum ULTRA FLO Pipe-Arch HL 93 Live Load Minimum/Maximum Cover (Feet) Specified Thickness and Gage Equiv. Pipe Dia. (Inches) Span (Inches) Rise (Inches) (0.060) 16 (0.075) 14 (0.105) 12 (0.135) 10 18 20 16 1.0/16 21 23 19 1.0/15 24 27 21 1.25/13 1.25/13 30 33 26 1.5/13 1.5/13 1.5/13 36 40 31 1.75/13 1.75/13 42 46 36 2.0/13 2.0/13 48 53 41 2.0/13 2.0/135460462.0*/13*2.0/13 60 66 51 2.0/13 Heights of Cover ULTRA FLO is available in long lengths. And, its light weight allows it to be unloaded and handled with small equipment. Reduced excavation because of ULTRA FLO’s smaller outside diameter. Approximate Weight/Foot Contech ULTRA FLO Pipe Handling Weight for ALUMINIZED STEEL Type 2 or Galvanized Steel ULTRA FLO Weight (Pounds/Lineal Foot) Specified Thickness and Gage Diameter (Inches) (0.064) 16 (0.079) 14 (0.109) 12 (0.138) 10 18 15 18 21 17 21 29 24 19 24 36 30 24 30 42 36 29 36 5042334258 48 38 48 66 80 54 45 54 75 90 60 48 60 83 99 66 66 91 109 72 72 99 119 78 78 108 129 84 116 13990124149 96 132 158 102 141 168 108 175 114 196 120 206 Handling Weight for ALUMINUM ULTRA FLO Weight (Pounds/Lineal Foot) Specified Thickness and Gage Diameter (Inches) (0.060) 16 (0.075) 14 (0.105) 12 (0.135) 10 18 5 6 21 6 8 11 24 7 9 13 30 9 11 15 36 11 13 18 23 42 12 15 21 26 48 17 24 30 54 19 27 34 60 30 37 66 33 41 72 36 45 78 49 84 52 Weights for polymer coated pipe are 1% to 4% higher, varying by gage. See previous page for height of cover notes. Aluminum ULTRA FLO HL 93 Live Load Minimum/Maximum Cover (Feet) Specified Thickness and Gage Diameter (Inches) (0.060) 16 (0.075) 14 (0.105) 12 (0.135) 10 18 1.0/43 1.0/61 21 1.0/38 1.0/52 1.0/84 24 1.0/33 1.0/45 1.0/73 30 1.0/26 1.25/36 1.25/58361.5*/21*1.50/30 1.5/49 1.5/69 42 1.75*/25*1.75/41 1.75/59 48 2.0/36 2.0/51 54 2.0/32 2.0/46 60 2.0*/29*2.0/41 66 2.0/37 72 2.5*/34* 15 Installation Corrugated Metal Pipe Overview Satisfactory site preparation, trench excavation, bedding and backfill operations are essential to develop the strength of any flexible conduit. In order to obtain proper strength while preventing settlement, it is necessary that the soil envelope around the pipe be of good granular material, properly placed and carefully compacted. Bedding Bedding preparation is critical to both pipe performance and service life. The bed should be constructed to uniform line and grade to avoid distortions that may create undesirable stresses in the pipe and/or rapid deterioration of the roadway. The bed should be free of rock formations, protruding stones, frozen lumps, roots and other foreign matter that may cause unequal settlement. Placing the pipe Corrugated metal pipe weighs much less than other commonly used drainage structures. This is due to the efficient strength of the metal, further improved with carefully designed and formed corrugations. Even the heaviest sections of Contech pipe can be handled with relatively light equipment compared with equipment required for much heavier reinforced concrete pipe. Backfill Satisfactory backfill material, proper placement and compaction are key factors in obtaining maximum strength and stability. Backfill should be a well-graded granular material and should be free of large stones, frozen lumps and other debris. Backfill materials should be placed in layers about six inches deep, deposited alternately on opposite sides of the pipe. Each layer should be compacted carefully. Select backfill is placed and compacted until minimum cover height is reached, at which point, standard road embankment backfill procedures are used. Installation References For more information, see AASHTO Bridge Construction Specification Section 26, the Installation Manual of the National Corrugated Steel Pipe Association, ASTM A798 for steel and ASTM B788 for aluminum ULTRA FLO. Additional Considerations for ULTRA FLO Installations Bedding and Backfill Typical ULTRA FLO installation requirements are the same as for any other corrugated metal pipe installed in a trench. Bedding and backfill materials for ULTRA FLO follow the requirements of the CMP installation specifications mentioned above, and must be free from stones, frozen lumps or other debris. When ASTM A796 (steel) or B790 (aluminum) designs are to be followed for condition III requirements, indicated by asterisk (*) in the tables on page 13 and 14, use clean, easily compacted granular backfill materials. Embankment Conditions ULTRA FLO is a superior CMP storm sewer product that is normally installed in a trench condition. In those unusual embankment installation conditions, pipe sizes and gages may be restricted. Your Contech Sales Representative can provide you with further guidance. Minimum Cover (feet) for Indicated Axle Loads (kips) Construction Loads For temporary construction vehicle loads, an extra amount of compacted cover may be required over the top of the pipe. The Height of Cover shall meet minimum requirements shown in the table below. The use of heavy construction equipment necessitates greater protection for the pipe than finished grade cover minimums for normal highway traffic. Min. Height of Cover Requirements for Construction Loads On Corrugated Steel Pipe* Diameter/ Span, (Inches) 18-50 50-75 75-110 110-150 12-42 2.0 2.5 3.0 3.0 48-72 3.0 3.0 3.5 4.0 78-120 3.0 3.5 4.0 4.0 126-144 3.5 4.0 4.5 4.5 Temporary Cover For Construction Loads Finished Grade Height of Cover Min. Height of Cover Requirements for Construction Loads On Corrugated Aluminum Pipe* Diameter/ Span (Inches) 18-50 50-75 75-110 110-150 12-42 3.0’ 3.5’ 4.0’ 4.0’ 48-72 4.0’ 4.0’ 5.0’ 5.5’ 78-120 4.0’ 5.0’ 5.5’ 5.5’ Axle Load (Kips) Min. Height of Cover Requirements for Construction Loads On ULTRA FLO Pipe* Diameter/ Span 18-50 50-75 75-110 110-150 (Inches) 15-42 2.0' 2.5' 3.0' 3.0' 48-72 3.0' 3.0' 3.5' 4.0' 78-108 3.0' 3.5' 4.0' 4.5' 15-42 3.0' 3.5' 4.0' 4.0' Axle Load (Kips) Aluminum 3/4” x 3/4” x 7-1/2” Steel 3/4” x 3/4” x 7-1/2” * Minimum cover may vary depending on local conditions. The contractor must provide the additional cover required to avoid damage to the pipe. Minimum cover is measured from the top of the pipe to the top of the maintained construction roadway surface. 16 SmoothCor™ Pipe Excellent Hydraulics, Long Lengths and Easy Installation Corrugated Steel Shell SmoothCor pipe has a smooth interior steel liner that provides a Manning’s “n” of 0.012. Its rugged, corrugated steel shell supplies the structural strength to outperform rigid pipe. SmoothCor pipe is both the economical and performance alternate to concrete. Superior hydraulics SmoothCor, with its smooth interior surface, is hydraulically superior to conventional corrugated steel pipe and with fewer joints and better interior surface, outperforms reinforced concrete pipe. SmoothCor, with its long lengths, light weight and beam strength, is superior to concrete pipe in many difficult situations such as poor soils, poor subsurface drainage conditions, steep slopes and high fills. SmoothCor should be specified as an alternate under normal site conditions, and specified exclusively under very difficult situations that demand the strength of CSP with positive joints and a hydraulically efficient smooth liner. Two Pipe Shapes In addition to full-round pipe, SmoothCor comes in a pipe-arch shape for limited headroom conditions. The low, wide pipe-arch design distributes the flow area horizontally, enabling it to be installed with lower head room than a round pipe. Reference specifications Material Polymer Coated ASTM A 929 AASHTO M246 ASTM A 742 Pipe Polymer AASHTO M245 ASTM A 762 & A 760 Design Steel Pipe AASHTO Section 12 ASTM A 796 Installation Steel Pipe AASHTO Section 26 ASTM A 798 Structural Design SmoothCor is lined with either 18 or 20 gage steel. Contech has taken a conservative approach to the Height of Cover. The maximum heights-of-cover are based on the shell thickness with no additional structural allowance for the liner as provided for in the AASHTO and ASTM design specifications. Using this approach, the Height of Cover tables for 2 2/3" x 1/2" and 3"x1" steel corrugations can be used for SmoothCor. Diameters SmoothCor is available in diameters ranging from 18 inches to 66 inches in 2 2/3" x 1/2" corrugation. The 3" x 1" corrugation is available in diameters of 48 inches to 126 inches. Pipe-arch sizes range from 21” x 15” through 77” x 52” for 2 2/3" x 1/2" corrugations, and 53” x 41” through 137” x 87” for 3"x1" corrugations. Materials SmoothCor is available with Dow's TRENCHCOAT® that allows the engineer to design for long service life. TRENCHCOAT is a tough, heavy-gage polymer film laminated to both sides of the steel coil, providing a barrier to corrosion and mild abrasion. TRENCHCOAT is particularly effective for protection in corrosive soils. Fittings SmoothCor can be fabricated into any type of structure including tees, elbows, laterals, catch basins, manifolds and reducers. Pre-fabricated fittings are more economical and have superior hydraulic characteristics when compared to concrete structures. Lockseam Retaining Offset Smooth Interior Liner 17 QUICK STAB® Joint Save Time and Money With Faster Pipe Bell and Spigot Coupling The Contech QUICK STAB Bell and Spigot joint speeds installation of corrugated metal pipe (CMP), reducing your costs. With the QUICK STAB coupling system, installation of CMP storm sewers and culverts has never been easier or faster. The QUICK STAB joint creates a bell and spigot joining system with the bell only 1-1/2” larger than the pipe’s O.D. Assembled at the factory, the QUICK STAB bell is shipped to the job site ready for installation. The only field operation is placing a special fluted gasket onto the spigot end of the pipe, applying lubricant and pushing it into the bell end of the preceding pipe. Without bands, bolts and wrenches to work and worry with, you can join pipe segments 50% to 90% faster—saving time, money and aggravation. Soil Tight Joint Contech’s QUICK STAB joint provides the same soil tightness as conventional CMP bands. Each QUICK STAB joint uses a double sealing fluted gasket to seal the spigot against the bell. A flat gasket is installed at the plant between the pipe and the corrugated end of the bell. With the deep bell, you gain maximum soil tightness with minimal installation effort. Wide Variety of Coatings and Materials l Plain galvanized l Aluminized Steel Type 2 l Aluminum l Polymeric coated Four Times Faster Installation Than Concrete The QUICK STAB’s bell and spigot joining system allows pipe segments to be joined quicker than reinforced concrete pipe. Next, add in Contech’s corrugated metal pipe’s length advantage—each segment is four times longer than standard concrete pipe lengths. That means fewer joints and faster installation—up to four times faster! Plus, with the bell only 1-1/2” larger than the pipe, trench excavation is considerably less compared with concrete—again, saving time and money. Field Installation Instructions The spigot and bell ends must be cleaned of any dirt or debris prior to assembly. The fluted gasket shall be placed in the first corrugation with the lower flute nearest the end of the pipe. The bell & gasket shall be thoroughly lubed just before stabbing in the bell. Do not place hands, fingers, or any other body parts between bell and spigot during assembly. If it is necessary to pull the joint apart, the bell, spigot and gasket shall be inspected and cleaned of any dirt or debris prior to re-stabbing. Corrugated Metal Pipe Bell and Spigot Joint Specification The joints shall be of such design and the ends of the corrugated metal pipe sections so formed that the pipe can be laid together to make a continuous line of pipe. The joint shall be made from the same material as the pipe and shall prevent infiltration of the fill material. Corrugation to Engage Pipe End Fluted Gasket with the Lower Flute Nearest to the Pipe EndQUICK STAB Bell Pipe with Rerolled End 12.5” Stab Direction Bell and Spigot Coupling System for CMP This Side is Assembled at the Plant with a gasket. Fluted Gasket The Bell and Spigot joint is available on ULTRA FLO and 2-2/3” x 1/2” corrugation in 15” through 60” diameter. Sleeve Lap is Skip Welded 18 OVERALL WIDTH W End Sections Easily installed, easily maintained culvert end treatments for corrugated metal pipe, reinforced concrete pipe and HDPE Pipe Contech End Sections provide a practical, economical and hydraulically superior method of finishing a variety of culvert materials. The lightweight, flexible metal construction of Contech End Sections creates an attractive, durable and erosion- preventing treatment for all sizes of culvert inlets and outlets. They can be used with corrugated metal pipe having either annular or helical corrugations, and both reinforced concrete and plastic pipes. End sections can be salvaged when lengthening or relocating the culvert. Standard End Sections are fabricated from pregalvanized steel. For added corrosion resistance, Aluminized Type II or Aluminum End Sections are available in smaller sizes. Special End Sections for multiple pipe installations may be available on a specific inquiry basis. Better hydraulics Flow characteristics are greatly improved by the exacting design of Contech End Sections. Scour and sedimentation conditions are improved, and headwater depth can be better controlled. Culverts aligned with the stream flow and finished with Contech End Sections generally require no additional hydraulic controls. Improved appearance Contech End Sections blend well with the surroundings. The tapered sides of an End Section merge with slope design to improve roadside appearance. Unsightly weeds and debris collection at the culvert end are reduced. Economical installation Lightweight equipment and simple crew instructions result in smooth and easy installation. Contech End Sections are easily joined to culvert barrels, forming a continuous, one- piece structure. For easiest installation, End Sections should be installed at the same time as the culvert. Installation is completed by tamping soil around the End Section. Low maintenance Contech End Sections reduce maintenance expense because their tapered design promotes easier mowing and snow removal. There is no obstruction to hamper weed cutting. Notes for all End Sections: 1. All three-piece bodies to have 12-gage sides and 10-gage center panels. Multiple panel bodies to have lap seams which are to be tightly joined by galvanized rivets or bolts. 2. For 60” through 84” sizes, reinforced edges are supplemented with stiffener angles. The angles are attached by galvanized nuts and bolts. For the 66” and 72” equivalent round pipe-arch sizes, reinforced edges are supplemented by angles. The angles are attached by galvanized nuts and bolts. 3. Angle reinforcements are placed under the center panel seams on the 66” and 72” equivalent round pipe-arch sizes. 4. Toe plate is available as an accessory, when specified on the order, and will be same gage as the End Section. 5. Stiffener angles, angle reinforcement, and toe plates are the same base metal as end section body. 6. End sections with 6:1 and 4:1 slopes are available in 12” through 24” diameters. 7. Actual dimensions may vary slightly. 8. During manufacturing, a slight invert slope may result along the length of the end section to be accommodated in the field. Typical Cross Section Variable Slope L 1 Elevation Reinforced Edge H Optional Toe Plate Extension 8”2” Elevation Reinforced Edge H Optional Toe Plate Extension 8”2” Plan 19 Approximate Dimensions, Inches (7) Span/Rise Equiv. Round (Inches) Gage A (+/- 1") (Inches) B (Max) (Inches) H (+/- 1") (Inches) W (+/- 2") (Inches) L (+/- 2") (Inches) Overall Width (+/- 4") (Inches) 53”x41”48 12 18 25 12 90 63 126 60”x46”54 12 18 34 12 102 70 138 66”x51”60 12/10 18 33 12 116 77 152 73”x55”66 12/10 18 36 12 126 77 162 81”x59”72 12/10 18 39 12 138 77 174 87”x63”78 12/10 20 38 12 148 77 188 95”x67”84 12/10 20 34 12 162 87 202 103”X71”90 12/10 20 38 12 174 87 214 112”x75”96 12/10 20 40 12 174 87 214 End Sections for Pipe-Arch (2-2/3” x 1/2”) End Sections for Round Pipe (2-2/3” x 1/2”, 3” x 1” and 5” x 1”) End Sections for Pipe-Arch (3” x 1” and 5” x 1”) Approximate Dimensions, Inches (7) Pipe Diameter (Inches) Gage A (+/- 1") (Inches) B (Max) (Inches) H (Min) (Inches) L (+/-2") (Inches) W (+/- 2") (Inches) Overall Width (+/- 4") (Inches) 12 16 6 6 6 21 24 36 15 16 7 8 6 26 30 44 18 16 8 10 6 31 36 52 21 16 9 12 6 36 42 60 24 16 10 13 6 41 48 68 30 14 12 16 8 51 60 84 36 14 14 19 9 60 72 100 42 12 16 22 11 69 84 116 48 12 18 27 12 78 90 126 54 12 18 30 12 84 102 138 60 12/10 18 33 12 87 114 150 66 12/10 18 36 12 87 120 156 72 12/10 18 39 12 87 126 162 78 12/10 18 42 12 87 132 168 84 12/10 18 45 12 87 138 174 Approximate Dimensions, Inches (7) Span/Rise Equiv. Round (Inches) Gage A (+/- 1") (Inches) B (Max) (Inches) H (+/- 1") (Inches) L (+/- 2") (Inches) W (+/- 2”) (Inches) Overall Width (+/- 4") (Inches) 17”x13”15 16 7 9 6 19 30 44 21”x15”18 16 7 10 6 23 36 50 24”x18”21 16 8 12 6 28 42 58 28”x20”24 16 9 14 6 32 48 66 35”x24”30 14 10 16 6 39 60 80 42”x29”36 14 12 18 8 46 75 99 49”x33”42 12 13 21 9 53 85 111 57”x38”48 12 18 26 12 63 90 126 64”x43”54 12 18 30 12 70 102 138 71”x47”60 12/10 18 33 12 77 114 150 77”x52”66 12/10 18 36 12 77 126 162 83”x57”72 12/10 18 39 12 77 138 174 Note: The Type 3 connection is not illustrated. This connection is a one-foot length of pipe attached to the end section. Type 1 End Of Pipe Flat Strap Connector Strap Bolt Type 2 End Of Pipe 1/2” Threaded Rod 1/2” Threaded Rod Type 5 Pipe To Which End Section Is Attached Dimple Band Collar Bolted To End Section With 3/8” Bolts Contech End Sections attach to corrugated metal pipe, reinforced concrete and plastic pipe. Low-slope End Sections—Contech manufactures 4:1 and 6:1 low-slope End Sections for corrugated metal pipe. This photo shows the optional field-attached safety bars. End Sections are available for CSP Pipe-Arch End Section on Round CSP Contech End Sections are often used on concrete pipe. They can be used on both the bell and spigot end. BRO-CMP-DESIGN 8/14 3M PDF © 2014 Contech Engineered Solutions LLC All rights reserved. Printed in USA. ENGINEERED SOLUTIONS Contech Engineered Solutions LLC is a leading provider of site solution products and services for the civil engineering industry. Contech’s product portfolio includes bridges, drainage, retaining walls, sanitary sewer, stormwater, erosion control, soil stabilization and wastewater products. For more information, call one of Contech’s Regional Offices located in the following cities: Ohio (Corporate Office) 513-645-7000 Colorado (Denver) 720-587-2700 Florida (Orlando) 321-348-3520 Maine (Scarborough) 207-885-9830 Maryland (Baltimore) 410-740-8490 Oregon (Portland) 503-258-3180 Texas (Dallas) 972-590-2000 Visit our web site: www.ContechES.com 800-338-1122 NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS AN EXPRESSED WARRANTY OR AN IMPLIED WARRANTY OF MERCHANTABILITY OR FITNESS FOR ANY PARTICULAR PURPOSE. SEE THE CONTECH STANDARD CONDITIONS OF SALE (VIEWABLE AT WWW.CONTECHES.COM/COS) FOR MORE INFORMATION. Attachment C Educational Material & BMP Fact Sheet Ri v e r s i d e C o u n t y h a s t w o d r a i n a g e s y s t e m s - s e w e r s a n d s t o r m d r a i n s . T h e s t o r m d r a i n sy s t e m w a s d e s i g n e d t o r e d u c e f l o o d i n g b y c a r r y i n g e x c e s s r a i n w a t e r a w a y f r o m s t r e e t s a n d de v e l o p e d a r e a s . S i n c e t h e s t o r m d r a i n s y s t e m d o e s n o t p r o v i d e fo r w a t e r t r e a t m e n t , i t a l s o s e r v e s t h e f u n c t i o n o f tr a n s p o r t i n g p o l l u t a n t s d i r e c t l y t o o u r l o c a l w a t e r w a y s . St o r m w a t e r r u n o f f i s a p a r t o f t h e n a t u r a l h y d r o l o g i c p r o c e s s . Ho w e v e r , l a n d d e v e l o p m e n t a n d c o n s t r u c t i o n a c t i v i t i e s c a n si g n i f i c a n t l y a l t e r n a t u r a l d r a i n a g e p r o c e s s e s a n d i n t r o d u c e po l l u t a n t s i n t o s t o r m w a t e r r u n o f f . P o l l u t e d s t o r m w a t e r r u n o f f f r o m co n s t r u c t i o n s i t e s h a s b e e n i d e n t i f i e d a s a m a j o r s o u r c e o f w a t e r po l l u t i o n i n C a l i f o r n i a . I t j e o p a r d i z e s t h e q u a l i t y o f o u r l o c a l wa t e r w a y s a n d c a n p o s e a s e r i o u s t h r e a t t o t h e h e a l t h o f o u r aq u a t i c e c o s y s t e m s . Be c a u s e p r e v e n t i n g p o l l u t i o n i s m u c h e a s i e r a n d le s s c o s t l y t h a n c l e a n i n g u p “ a f t e r t h e f a c t , ” t h e Ci t i e s a n d C o u n t y o f R i v e r s i d e St o r m W a t e r / C l e a n W a t e r P r o t e c t i o n P r o g r a m i n f o r m s re s i d e n t s a n d b u s i n e s s e s o n p o l l u t i o n p r e v e n t i o n a c t i v i t i e s . T h i s pa m p h l e t d e s c r i b e s v a r i o u s B e s t M a n a g e m e n t P r a c t i c e s ( B M P s ) t h a t c o n s t r u c t i o n si t e o p e r a t o r s c a n u s e t o p r e v e n t s t o r m w a t e r p o l l u t i o n . In a c c o r d a n c e w i t h a p p l i c a b l e f e d e r a l a n d s t a t e l a w , t h e C i t i e s a n d C o u n t y o f R i v e r s i d e h a v e ad o p t e d o r d i n a n c e s f o r s t o r m w a t e r m a n a g e m e n t a n d d i s c h a r g e c o n t r o l t h a t t h e di s c h a r g e o f p o l l u t a n t s i n t o t h e s t o r m d r a i n s y s t e m o r l o c a l s u r f a c e w a t e r . T h i s i n c l u d e s di s c h a r g e s f r o m c o n s t r u c t i o n s i t e s c o n t a i n i n g s e d i m e n t , c o n c r e t e , m o r t a r , p a i n t , s o l v e n t s , lu b r i c a n t s , v e h i c l e f l u i d s , f u e l , p e s t i c i d e s , a n d c o n s t r u c t i o n d e b r i s . Th e F e d e r a l , S t a t e a n d l o c a l r e g u l a t i o n s s t r i c t l y p r o h i b i t t h e d i s c h a r g e o f se d i m e n t a n d p o l l u t a n t s i n t o t h e s t r e e t s , t h e s t o r m d r a i n s y s t e m o r w a t e r w a y s . A s a n o w n e r , op e r a t o r o r s u p e r v i s o r o f a c o n s t r u c t i o n s i t e , y o u m a y b e h e l d f i n a n c i a l l y r e s p o n s i b l e f o r a n y en v i r o n m e n t a l d a m a g e c a u s e d b y y o u r s u b c o n t r a c t o r s o r e m p l o y e e s . un i n t e n d e d Un l i k e s a n i t a r y s e w e r s , s t o r m d r a i n s a r e n o t c o n n e c t e d t o a wa s t e w a t e r t r e a t m e n t p l a n t – t h e y f l o w d i r e c t l y t o o u r l o c a l st r e a m s , r i v e r s a n d l a k e s . pr o h i b i t PL E A S E N O T E : St o r m W a t e r P o l l u t i o n. . . Wh a t Y o u S h o u l d K n o w St o r m W a t e r P o l l u t i o n. . . Wh a t Y o u S h o u l d K n o w STO R M W A T E R POL L U T I O N FR O M CON S T R U C T I O N ACT I V I T I E S Th e t w o m o s t c o m m o n s o u r c e s o f st o r m w a t e r p o l l u t i o n p r o b l e m s as s o c i a t e d w i t h c o n s t r u c t i o n a c t i v i t i e s a r e an d . F a i l u r e t o ma i n t a i n a d e q u a t e e r o s i o n a n d s e d i m e n t co n t r o l s a t c o n s t r u c t i o n s i t e s o f t e n r e s u l t s in s e d i m e n t d i s c h a r g e s i n t o t h e s t o r m dr a i n s y s t e m , c r e a t i n g m u l t i p l e p r o b l e m s on c e i t e n t e r s l o c a l w a t e r w a y s . Co n s t r u c t i o n v e h i c l e s a n d h e a v y eq u i p m e n t c a n a l s o t r a c k s i g n i f i c a n t am o u n t s o f m u d a n d s e d i m e n t o n t o ad j a c e n t s t r e e t s . A d d i t i o n a l l y , w i n d m a y tr a n s p o r t c o n s t r u c t i o n m a t e r i a l s a n d wa s t e s i n t o s t r e e t s s t o r m d r a i n s , o r di r e c t l y i n t o o u r l o c a l w a t e r w a y s . er o s i o n s e d i m e n t a t i o n Th e C i t i e s a n d C o u n t y o f R i v e r s i d e St o r m W a t e r / C l e a n W a t e r P r o t e c t i o n P r o g r a m Th e C i t i e s a n d C o u n t y o f R i v e r s i d e St o r m W a t e r / C l e a n W a t e r P r o t e c t i o n P r o g r a m Wh a t y o u s h o u l d k n o w f o r . . . St o r m W a t e r Po l l u t i o n St o r m W a t e r Po l l u t i o n De v e l o p e r s Ge n e r a l C o n t r a c t o r s Ho m e B u i l d e r s Co n s t r u c t i o n I n s p e c t o r s An y o n e i n t h e c o n s t r u c t i o n bu s i n e s s GE N E R A L CO N S T R U C T I O N & SI T E S U P E R V I S I O N Be s t M a n a g e m e n t Pr a c t i c e s ( B M P s ) fo r : St a t e W a t e r R e s o u r c e s C o n t r o l B o a r d Di v i s i o n o f W a t e r Q u a l i t y 10 0 1 I S t r e e t Sa c r a m e n t o C A 9 5 8 1 4 (9 1 6 ) 3 4 1 - 5 4 5 5 Sa n t a A n a R e g i o n a l W a t e r Qu a l i t y C o n t r o l B o a r d - R e g i o n 8 37 3 7 M a i n S t r e e t , S u i t e 5 0 0 Ri v e r s i d e , C A 9 2 5 0 1 - 3 3 4 8 (9 0 9 ) 7 8 2 - 4 1 3 0 Sa n D i e g o R e g i o n a l W a t e r Qu a l i t y C o n t r o l B o a r d - R e g i o n 9 97 7 1 C l a i r e m o n t M e s a B l v d . , S u i t e A Sa n D i e g o , C A 9 2 1 2 4 (8 5 8 ) 4 6 7 - 2 9 5 2 Co l o r a d o R i v e r B a s i n R e g i o n a l W a t e r Qu a l i t y C o n t r o l B o a r d - R e g i o n 7 73 - 7 2 0 F r e d W a r i n g D r i v e , S u i t e 1 0 0 Pa l m D e s e r t , C A 9 2 2 6 0 (7 6 0 ) 3 4 6 - 7 4 9 1 ww w . s w r c b . c a . g o v / s t o r m w t r / ww w . s w r c b . c a . g o v / ~ r w q c b 8 / ww w . s w r c b . c a . g o v / ~ r w q c b 9 / ww w . s w r c b . c a . g o v / ~ r w q c b 7 / Re s o u r c e s To r e p o r t a h a z a r d o u s m a t e r i a l s s p i l l , ca l l : Fo r r e c y c l i n g a n d h a z a r d o u s w a s t e di s p o s a l , c a l l : To r e p o r t a n i l l e g a l d u m p i n g o r a cl o g g e d s t o r m d r a i n , c a l l : To o r d e r a d d i t i o n a l b r o c h u r e s o r t o o b t a i n in f o r m a t i o n o n o t h e r p o l l u t i o n p r e v e n t i o n ac t i v i t i e s , p l e a s e c a l l ( 9 0 9 ) 9 5 5 - 1 2 0 0 o r v i s i t t h e St o r m W a t e r / C l e a n W a t e r P r o t e c t i o n P r o g r a m we b s i t e a t : Th e S t o r m W a t e r / C l e a n W a t e r P r o t e c t i o n P r o g r a m gr a t e f u l l y a c k n o w l e d g e s t h e S a n t a C l a r a V a l l e y No n p o i n t P o l l u t i o n C o n t r o l P r o g r a m , A l a m e d a Co u n t y w i d e C l e a n W a t e r P r o g r a m a n d t h e C i t y o f Lo s A n g e l e s S t o r m w a t e r M a n a g e m e n t D i v i s i o n f o r in f o r m a t i o n p r o v i d e d i n t h i s b r o c h u r e . Ri v e r s i d e C o u n t y H a z a r d o u s M a t e r i a l s Em e r g e n c y R e s p o n s e T e a m 8: 0 0 a . m . – 5 : 0 0 p . m . af t e r 5 : 0 0 p . m . In a n e m e r g e n c y c a l l : (9 0 9 ) 3 5 8 - 5 0 5 5 (9 0 9 ) 3 5 8 - 5 2 4 5 91 1 (9 0 9 ) 3 5 8 - 5 0 5 5 1- 8 0 0 - 5 0 6 - 2 5 5 5 ww w . c o . r i v e r s i d e . c a . u s / d e p t s / f l o o d / w a t e r q u a l i t y np d e s . a s p St o r m W a t e r Cl e a n W a t e r PR O T E C T I O N P R O G R A M GENERAL CONSTRUCTION ACTIVITIES STORMWATER PERMIT (Construction Activities General Permit) The State Water Resources Control Board (SWRCB) adopted a new Construction Activities General Permit (WQ Order No. 99- 08DWQ) on August 19, 1999, superseding the now expired SWRCB statewide General Permit (WQ Order No. 92-08DWQ). This permit is administered and enforced by the SWRCBandthelocalRegionalWaterQuality Control Boards (RWQCB). The updated Construction Activities General Permit establishes a number of new stormwater management requirements for construction siteoperator. Yes, if construction activity results in the disturbance of five or more acres of total land area or is part of a common plan of developmentthatresultsinthedisturbanceof fiveormoreacres. Obtain the permit package and submit the completed Notice of Intent (NOI) form to the Some construction activies stormwater permits are issued on a regional basis.ConsultyourlocalRWQCBtofindoutif your project requires coverage under any of thesepermits. NOTE: FrequentlyAskedQuestions: Does my construction site require coverage under the Construction Activities General Permit? How do I obtain coverage under the Construction Activities General Permit? SWRCB prior to grading or disturbing soil at the construction site. For ongoing construction activity involving a change of ownership,thenewownermustsubmitanew NOI within 30 days of the date of change of ownership.ThecompletedNOIalongwiththe requiredfeeshouldbemailedtotheSWRCB. Implement BMPs for non-stormwater dischargesyear-round. Prepare and implement a Stormwater Pollution Prevention Plan (SWPPP) prior tocommencingconstructionactivities. Keep a copy of the SWPPP at the construction site for the entire duration of theproject. Calculate the anticipated stormwater run- off. Implement an effective combination of erosion and sediment control on all soil disturbedareas. Conduct site inspections prior to anticipated storm events, every 24-hours during extended storm events, and after actualstormevent. Perform repair and maintenance of BMPs as soon as possible after storm events dependinguponworkersafety. What must I do to comply with the requirements of the Construction Activities General Permit? NOTE: www.swrcb.ca.gov/stormwtr/ How long is this Construction Activities General Permit in effect? Update the SWPPP as needed, to manage pollutants or reflect changes in siteconditions. Include description of post construction BMPs at the construction site, including parties responsible for long-term maintenance. The Permit coverage stays in effect untilyou submit a Notice of Termination (NOT) to the SWRCB. For the purpose of submitting a NOT, all soil disturbing activities have to be completed and one of the three following criteriahastobemet: 1. Changeofownership; 2. A uniform vegetative cover with 70 percent coverage has been established; or, 3. Equivalent stabilization measures such as the use of reinforced channel liners, soil cement, fiber matrices, geotextiles, etc.,havebeenemployed. Please refer to the Construction Activities General Permit for detailed information. You may contact the SWRCB, your local RWQCB, or visit the SWRCB website at to obtain a State Construction Activities StormwaterGeneralPermitpacket. BEST MANAGEMENT PRACTICES Protect all storm drain inlets and streams located near the construction site to prevent sediment-laden water from enteringthestormdrainsystem. Limitaccesstoandfromthesite.Stabilize construction entrances/exits to minimize thetrackoutofdirtandmudontoadjacent streets. Conduct frequent street sweeping. Protect stockpiles and construction materials from winds and rain by storing them under a roof, secured impermeable tarporplasticsheeting. Avoidstoringorstockpilingmaterialsnear stormdraininlets,gulliesorstreams. Phasegradingoperationstolimitdisturbed areasanddurationofexposure. Perform major maintenance and repairs ofvehiclesandequipmentoffsite. Wash out concrete mixers only in designated washout areas at the constructionsite. Set-upandoperatesmallconcretemixers ontarpsorheavyplasticdropcloths. Keep construction sites clean by removing trash, debris, wastes, etc. on a regularbasis. The following Best Management Practices (BMPs) can significantly reduce pollutant discharges from your construction site. Compliance with stormwater regulations can be as simple as minimizing stormwater contact with potential pollutants by providing covers and secondary containment for construction materials, designating areas away from storm drain systems for storing equipment and materialsandimplementinggoodhousekeepingpracticesattheconstructionsite. Clean-up spills immediately using dry clean-up methods (e.g., absorbent materials such as cat litter, sand or rags for liquid spills; sweeping for dry spills such as cement, mortar or fertilizer) and by removing the contaminated soil from spillsondirtareas.. Prevent erosion by implementing any or a combination of soil stabilization practices such as mulching, surface roughening, permanentortemporaryseeding. Maintain all vehicles and equipment in good working condition. Inspect frequently forleaks,andrepairpromptly. Practice proper waste disposal. Many construction materials and wastes, including solvents, water-based paint, vehicle fluids, broken asphalt and concrete, wood, and cleared vegetation canberecycled. Materialsthatcannotbe recycled must be taken to an appropriate landfill or disposed of as hazardous waste. Coveropendumpsterswithsecuredtarps or plastic sheeting. Never clean out a dumpster by washing it down on the constructionsite. Arrange for an adequate debris disposal schedule to insure that dumpsters do not overflow. What Should You Do? Advance Planning to Prevent Pollution Note:Consult local drainage policies for more information. Remove existing vegetation only as needed. Schedule excavation, grading, and paving operations for dry weather periods,ifpossible. Designate a specific area of the construction site, well away from storm drain inlets or watercourses, for material storage and equipment maintenance. Develop and implement an effective combination of erosion and sediment controls for the constructionsite. Practice source reduction by ordering only the amount of materials that are needed to finish theproject. Educate your employees and subcontractors about stormwater management requirements and their pollution prevention responsibilities. Control the amount of surface runoff at the construction site by impeding internally generated flows and using berms or drainage ditches to direct incoming offsite flows to go around the site. Ri v e r s i d e C o u n t y h a s t w o d r a i n a g e s y s t e m s - s a n i t a r y s e w e r s a n d s t o r m d r a i n s . Th e s t o r m d r a i n s y s t e m i s d e s i g n e d t o h e l p p r e v e n t f l o o d i n g b y c a r r y i n g e x c e s s ra i n w a t e r a w a y f r o m s t r e e t s . S i n c e t h e s t o r m d r a i n s y s t e m d o e s n o t p r o v i d e f o r wa t e r t r e a t m e n t , i t a l s o s e r v e s t h e fu n c t i o n o f t r a n s p o r t i n g po l l u t a n t s d i r e c t l y t o o u r w a t e r w a y s . In r e c e n t y e a r s , a w a r e n e s s o f t h e n e e d to p r o t e c t w a t e r q u a l i t y h a s i n c r e a s e d . As a r e s u l t , f e d e r a l , s t a t e , a n d l o c a l pr o g r a m s h a v e b e e n e s t a b l i s h e d t o re d u c e p o l l u t e d s t o r m w a t e r d i s c h a r g e s t o ou r w a t e r w a y s . T h e e m p h a s i s o f t h e s e pr o g r a m s i s t o p r e v e n t s t o r m w a t e r po l l u t i o n s i n c e i t ’ s m u c h e a s i e r , a n d l e s s co s t l y , t h a n c l e a n i n g u p “ a f t e r t h e f a c t . ” un i n t e n d e d Un l i k e s a n i t a r y s e w e r s , s t o r m dr a i n s a r e n o t c o n n e c t e d t o a tr e a t m e n t p l a n t - t h e y f l o w d i r e c t l y to o u r l o c a l s t r e a m s , r i v e r s a n d la k e s . DID YOU KNO W .. . Na t i o n a l P o l l u t a n t D i s c h a r g e E l i m i n a t i o n S y s t e m ( N P D E S ) Sto r m W a t e r P o l l u t i o n . . . W h a t y o u s h o u l d k n o w Ma n y i n d u s t r i a l f a c i l i t i e s an d m a n u f a c t u r i n g o p e r a t i o n s mu s t o b t a i n c o v e r a g e u n d e r t h e In d u s t r i a l A c t i v i t i e s S t o r m W a t e r Ge n e r a l P e r m i t FI N D O U T IF Y O U R F A C I L I T Y MU S T O B T A I N A P E R M I T St o r m W a t e r P o l l u t i o n . . . W h a t y o u s h o u l d k n o w Na t i o n a l P o l l u t a n t D i s c h a r g e E l i m i n a t i o n S y s t e m ( N P D E S ) In 1 9 8 7 , t h e F e d e r a l C l e a n W a t e r A c t w a s a m e n d e d t o e s t a b l i s h a f r a m e w o r k f o r re g u l a t i n g i n d u s t r i a l s t o r m w a t e r d i s c h a r g e s u n d e r t h e N P D E S p e r m i t p r o g r a m . I n Ca l i f o r n i a , N P D E S p e r m i t s a r e i s s u e d b y t h e S t a t e W a t e r R e s o u r c e s C o n t r o l B o a r d (S W R C B ) a n d t h e n i n e ( 9 ) R e g i o n a l W a t e r Q u a l i t y C o n t r o l B o a r d s ( R W Q C B ) . I n ge n e r a l , c e r t a i n i n d u s t r i a l f a c i l i t i e s a n d m a n u f a c t u r i n g o p e r a t i o n s m u s t o b t a i n co v e r a g e u n d e r t h e I n d u s t r i a l A c t i v i t i e s S t o r m W a t e r G e n e r a l P e r m i t i f t h e t y p e o f fa c i l i t i e s o r o p e r a t i o n s f a l l s i n t o o n e o f t h e s e v e r a l c a t e g o r i e s d e s c r i b e d i n t h i s br o c h u r e . Fo r m o r e i n f o r m a t i o n o n t h e G e n e r a l I n d u s t r i a l Sto r m W a t e r P e r m i t c o n t a c t : Sta t e W a t e r R e s o u r c e s C o n t r o l B o a r d ( S W R C B ) (9 1 6 ) 6 5 7 - 1 1 4 6 o r w w w . s w r c b . c a . g o v / o r , a t y o u r Re g i o n a l W a t e r Q u a l i t y C o n t r o l B o a r d ( R W Q C B ) . Sa n t a A n a R e g i o n ( 8 ) Ca l i f o r n i a T o w e r 37 3 7 M a i n S t r e e t , S t e . 5 0 0 Ri v e r s i d e , C A 9 2 5 0 1 - 3 3 3 9 (9 0 9 ) 7 8 2 - 4 1 3 0 Sa n D i e g o R e g i o n ( 9 ) 97 7 1 C l a i r e m o n t M e s a B l v d . , S t e . A Sa n D i e g o , C A 9 2 1 2 4 (6 1 9 ) 4 6 7 - 2 9 5 2 Co l o r a d o R i v e r B a s i n R e g i o n ( 7 ) 73 - 7 2 0 F r e d W a r i n g D r . , S t e . 1 0 0 Pa l m D e s e r t , C A 9 2 2 6 0 (7 6 0 ) 3 4 6 - 7 4 9 1 St o r m W a t e r Cl e a n W a t e r P R O T E C T I O N P R O G R A M SPI L L RES P O N S E AGE N C Y : HAZ A R D O U S WAS T E DIS P O S A L : REC Y C L I N G INF O R M A T I O N : TO REP O R T ILL E G A L DUM P I N G O R A CLO G G E D STO R M DRA I N : HAZ -M AT : ( 9 0 9 ) 3 5 8 - 5 0 5 5 (9 0 9 ) 3 5 8 - 5 0 5 5 1- 8 0 0 - 3 6 6 - S A V E 1- 8 0 0 - 5 0 6 - 2 5 5 5 To o r d e r a d d i t i o n a l b r o c h u r e s o r t o o b t a i n i n f o r m a t i o n on o t h e r p o l l u t i o n p r e v e n t i o n a c t i v i t i e s , c a l l : (9 0 9 ) 9 5 5 - 1 1 1 1 . Riv e r s i d e C o u n t y g r a t e f u l l y a c k n o w l e d g e s t h e S t a t e Wa t e r Q u a l i t y C o n t r o l B o a r d a n d t h e A m e r i c a n P u b l i c Wo r k s A s s o c i a t i o n , S t o r m W a t e r Q u a l i t y T a s k F o r c e f o r th e i n f o r m a t i o n p r o v i d e d i n t h i s b r o c h u r e . DID YOU KNO W .. . YOU R FAC I L I T Y MAY NEE D AS TO R M WAT E R PER M I T ? Fo r I n f o r m a t i o n : AB M P i s . . . Ho w D o I K n o w I f I N e e d A P e r m i t ? Wh a t a r e t h e r e q u i r e m e n t s o f t h e In d u s t r i a l A c t i v i t i e s S t o r m W a t e r G e n e r a l P e r m i t ? Fo l l o w i n g a r e o f t h e in d u s t r y c a t e g o r i e s t y p e s t h a t a r e r e g u l a t e d b y t h e In d u s t r i a l A c t i v i t i e s S t o r m W a t e r G e n e r a l P e r m i t . Co n t a c t y o u r l o c a l R e g i o n W a t e r Q u a l i t y C o n t r o l Bo a r d t o d e t e r m i n e i f y o u r f a c i l i t y / o p e r a t i o n re q u i r e s c o v e r a g e u n d e r t h e P e r m i t . Fa c i l i t i e s s u c h a s c e m e n t m a n u f a c t u r i n g ; fe e d l o t s ; f e r t i l i z e r m a n u f a c t u r i n g ; p e t r o l e u m re f i n i n g ; p h o s p h a t e m a n u f a c t u r i n g ; s t e a m e l e c t r i c po w e r g e n e r a t i o n ; c o a l m i n i n g ; m i n e r a l m i n i n g an d p r o c e s s i n g ; o r e m i n i n g a n d d r e s s i n g ; a n d as p h a l t e m u l s i o n ; ge n e r a l d e s c r i p t i o n s Fa c i l i t i e s c l a s s i f i e d a s l u m b e r a n d w o o d pr o d u c t s ( e x c e p t w o o d k i t c h e n c a b i n e t s ) ; p u l p , pa p e r , a n d p a p e r b o a r d m i l l s ; c h e m i c a l p r o d u c e r s (e x c e p t s o m e p h a r m a c e u t i c a l a n d b i o l o g i c a l pr o d u c t s ) ; p e t r o l e u m a n d c o a l p r o d u c t s ; l e a t h e r pr o d u c t i o n a n d p r o d u c t s ; s t o n e , c l a y a n d g l a s s pr o d u c t s ; p r i m a r y m e t a l i n d u s t r i e s ; f a b r i c a t e d st r u c t u r a l m e t a l ; s h i p a n d b o a t b u i l d i n g a n d re p a i r i n g ; Ac t i v e o r i n a c t i v e m i n i n g o p e r a t i o n s a n d oi l a n d g a s e x p l o r a t i o n , p r o d u c t i o n , p r o c e s s i n g , o r tr e a t m e n t o p e r a t i o n s ; Ha z a r d o u s w a s t e t r e a t m e n t , s t o r a g e , o r di s p o s a l f a c i l i t i e s ; La n d f i l l s , l a n d a p p l i c a t i o n s i t e s a n d o p e n du m p s t h a t r e c e i v e o r h a v e r e c e i v e d a n y i n d u s t r i a l wa s t e ; u n l e s s t h e r e i s a n e w o v e r l y i n g l a n d u s e su c h a s a g o l f c o u r s e , p a r k , e t c . , a n d t h e r e i s n o di s c h a r g e a s s o c i a t e d w i t h t h e l a n d f i l l ; Fa c i l i t i e s i n v o l v e d i n t h e r e c y c l i n g o f ma t e r i a l s , i n c l u d i n g m e t a l s c r a p y a r d s , b a t t e r y re c l a i m e r s , s a l v a g e y a r d s , a n d a u t o m o b i l e ju n k y a r d s ; St e a m e l e c t r i c p o w e r g e n e r a t i n g f a c i l i t i e s , fa c i l i t i e s t h a t g e n e r a t e s t e a m f o r e l e c t r i c p o w e r b y co m b u s t i o n ; Tr a n s p o r t a t i o n f a c i l i t i e s t h a t h a v e v e h i c l e ma i n t e n a n c e s h o p s , f u e l i n g f a c i l i t i e s , e q u i p m e n t cl e a n i n g o p e r a t i o n s , o r a i r p o r t d e i c i n g o p e r a t i o n s . Th i s i n c l u d e s s c h o o l b u s m a i n t e n a n c e f a c i l i t i e s op e r a t e d b y a s c h o o l d i s t r i c t ; Se w a g e t r e a t m e n t f a c i l i t i e s ; Fa c i l i t i e s t h a t h a v e a r e a s w h e r e m a t e r i a l ha n d l i n g e q u i p m e n t o r a c t i v i t i e s , r a w m a t e r i a l s , in t e r m e d i a t e p r o d u c t s , f i n a l p r o d u c t s , w a s t e ma t e r i a l s , b y - p r o d u c t s , o r i n d u s t r i a l m a c h i n e r y ar e e x p o s e d t o s t o r m w a t e r . Ho w d o I o b t a i n c o v e r a g e u n d e r t h e In d u s t r i a l A c t i v i t i e s S t o r m W a t e r G e n e r a l P e r m i t ? Ob t a i n a p e r m i t a p p l i c a t i o n p a c k a g e f r o m y o u r l o c a l R e g i o n a l W a t e r Q u a l i t y C o n t r o l B o a r d l i s t e d o n t h e b a c k of t h i s b r o c h u r e o r t h e S t a t e W a t e r R e s o u r c e s C o n t r o l B o a r d ( S W R C B ) . S u b m i t a c o m p l e t e d N o t i c e o f I n t e n t (N O I ) f o r m , s i t e m a p a n d t h e a p p r o p r i a t e f e e ( $ 2 5 0 o r $ 5 0 0 ) t o t h e S W R C B . F a c i l i t i e s m u s t s u b m i t a n N O I th i r t y ( 3 0 ) d a y s p r i o r t o b e g i n n i n g o p e r a t i o n . O n c e y o u s u b m i t t h e N O I , t h e S t a t e B o a r d w i l l s e n d y o u a l e t t e r ac k n o w l e d g i n g r e c e i p t o f y o u r N O I a n d w i l l a s s i g n y o u r f a c i l i t y a w a s t e d i s c h a r g e i d e n t i f i c a t i o n n u m b e r ( W D I D No . ) . Y o u w i l l a l s o r e c e i v e a n a n n u a l f e e b i l l i n g . T h e s e b i l l i n g s s h o u l d r o u g h l y c o i n c i d e w i t h t h e d a t e t h e S t a t e Bo a r d p r o c e s s e d y o u r o r i g i n a l N O I s u b m i t t a l . WA R N I N G : T h e r e a r e s i g n i f i c a n t p e n a l t i e s f o r n o n - c o m p l i a n c e : a m i n i m u m f i n e o f $ 5 , 0 0 0 f o r f a i l i n g t o o b t a i n p e r m i t co v e r a g e , a n d , u p t o $ 1 0 , 0 0 0 p e r d a y , p e r v i o l a t i o n p l u s $ 1 0 p e r g a l l o n o f d i s c h a r g e i n e x c e s s o f 1 , 0 0 0 g a l l o n s . an y di s c h a r g e t o a s t o r m d r a i n s y s t e m t h a t i s n o t co m p o s e d e n t i r e l y o f s t o r m w a t e r . T h e f o l l o w i n g no n - s t o r m w a t e r d i s c h a r g e s a r e a u t h o r i z e d b y t h e Ge n e r a l P e r m i t : f i r e h y d r a n t f l u s h i n g ; p o t a b l e wa t e r s o u r c e s , i n c l u d i n g p o t a b l e w a t e r r e l a t e d t o th e o p e r a t i o n , m a i n t e n a n c e , o r t e s t i n g o f p o t a b l e wa t e r s y s t e m s ; d r i n k i n g f o u n t a i n w a t e r ; at m o s p h e r i c c o n d e n s a t e s i n c l u d i n g r e f r i g e r a t i o n , ai r c o n d i t i o n i n g , a n d c o m p r e s s o r c o n d e n s a t e ; ir r i g a t i o n d r a i n a g e ; l a n d s c a p e w a t e r i n g ; s p r i n g s ; no n - c o n t a m i n a t e d g r o u n d w a t e r ; f o u n d a t i o n o r fo o t i n g d r a i n a g e ; a n d s e a w a t e r i n f i l t r a t i o n w h e r e th e s e a w a t e r s a r e d i s c h a r g e d b a c k i n t o t h e s e a wa t e r s o u r c e . A N o n - S t o r m W a t e r D i s c h a r g e i s . . . Th e b a s i c r e q u i r e m e n t s o f t h e P e r m i t a r e : Th e f a c i l i t y m u s t e l i m i n a t e a n y n o n - s t o r m w a t e r d i s c h a r g e s o r o b t a i n a s e p a r a t e p e r m i t f o r s u c h dis c h a r g e s . Th e f a c i l i t y m u s t d e v e l o p a n d i m p l e m e n t a S t o r m W a t e r P o l l u t i o n P r e v e n t i o n P l a n ( S W P P P ) . T h e SW P P P m u s t i d e n t i f y s o u r c e s o f p o l l u t a n t s t h a t m a y b e e x p o s e d t o s t o r m w a t e r . O n c e t h e s o u r c e s o f po l l u t a n t s h a v e b e e n i d e n t i f i e d , t h e f a c i l i t y o p e r a t o r m u s t d e v e l o p a n d i m p l e m e n t B e s t M a n a g e m e n t Pr a c t i c e s ( B M P s ) t o m i n i m i z e o r p r e v e n t p o l l u t e d r u n o f f . Th e f a c i l i t y m u s t d e v e l o p a n d i m p l e m e n t a M o n i t o r i n g P r o g r a m t h a t i n c l u d e s c o n d u c t i n g v i s u a l ob s e r v a t i o n s a n d c o l l e c t i n g s a m p l e s o f t h e f a c i l i t y ’ s s t o r m w a t e r d i s c h a r g e s a s s o c i a t e d w i t h i n d u s t r i a l ac t i v i t y . T h e G e n e r a l P e r m i t r e q u i r e s t h a t t h e a n a l y s i s b e c o n d u c t e d b y a l a b o r a t o r y t h a t i s c e r t i f i e d b y t h e St a t e o f C a l i f o r n i a . Th e f a c i l i t y m u s t s u b m i t t o t h e R e g i o n a l B o a r d , e v e r y J u l y 1 , a n a n n u a l r e p o r t t h a t i n c l u d e s t h e r e s u l t s o f it s m o n i t o r i n g p r o g r a m . 1.2.3.4. Gu i d a n c e i n p r e p a r i n g a S W P P P i s a v a i l a b l e f r o m a d o c u m e n t p r e p a r e d b y t h e C a l i f o r n i a S t o r m W a t e r Qu a l i t y T a s k F o r c e c a l l e d t h e C a l i f o r n i a S t o r m W a t e r B e s t M a n a g e m e n t P r a c t i c e H a n d b o o k . a t e c h n i q u e , p r o c e s s , a c t i v i t y , or s t r u c t u r e u s e d t o r e d u c e t h e p o l l u t a n t c o n t e n t o f a s t o r m w a t e r d i s c h a r g e . B M P s m a y i n c l u d e si m p l e , n o n - s t r u c t u r a l m e t h o d s s u c h a s g o o d ho u s e k e e p i n g , s t a f f t r a i n i n g a n d p r e v e n t i v e ma i n t e n a n c e . A d d i t i o n a l l y , B M P s m a y i n c l u d e st r u c t u r a l m o d i f i c a t i o n s s u c h a s t h e i n s t a l l a t i o n o f be r m s , c a n o p i e s o r t r e a t m e n t c o n t r o l ( e . g . s e t t i n g ba s i n s , o i l / w a t e r s e p a r a t o r s , e t c . ) The Updated Model Water Efficient Landscape Ordinance CALIFORNIA DEPARTMENT OF WATER RESOURCES Landscapes are essential to the quality of life in California. They provide areas for recreation, enhance the environment, clean the air and water, prevent erosion, oer re protection and replace ecosystems lost to development. California’s economic prosperity and environmental quality are dependant on an adequate supply of water for benecial uses. In California, about half of the urban water used is for landscape irrigation. Ensuring ecient landscapes in new developments and reducing water waste in existing landscapes are the most cost-eective ways to stretch our limited water supplies and ensure that we continue to have sucient water for California to prosper. The Water Conservation in Landscaping Act of 2006 (Assembly Bill 1881, Laird) requires cities, counties, and charter cities and charter counties, to adopt landscape water conservation ordinances by January 1, 2010. Pursuant to this law, the Department of Water Resources (DWR) has prepared a Model Water Ecient Landscape Ordinance (Model Ordinance) for use by local agencies. The Model Ordinance was approved by the Oce of Administrative Law on September 10, 2009. The Model Ordinance became eective on September 10. All local agencies must adopt a water ecient landscape ordinance by January 1, 2010. The local agencies may adopt the state Model Ordinance, or craft an ordinance to t local conditions. In addition, several local agencies may collaborate and craft a region-wide ordinance. In any case, the adopted ordinance must be as eective as the Model Ordinance in regard to water conservation. For more information, please visit our web site at DWR October 2009 http://www.water.ca.gov/wateruseefficiency/landscapeordinance/ Water purveyors have an important role. The enabling statute was directed to local agencies that make land use decisions and approve land development. Active participation by water purveyors can make the implementation, enforcement and follow-up actions of an ordinance more eective. Most new and rehabilitated landscapes are subject to a water ecient landscape ordinance. Public landscapes and private development projects including developer installed single family and multi-family residential landscapes with at least 2500 sq. ft. of landscape area are subject to the Model Ordinance . Homeowner provided landscaping at single family and multi-family homes are subject to the Model Ordinance if the landscape area is at least 5000 sq. ft Existing landscapes are also subject to the Model Ordinance. Water waste is common in landscapes that are poorly designed or not well maintained. Water waste (from runo, overspray, low head drainage, leaks and excessive amounts of applied irrigation water in landscapes is prohibited by Section 2, Article X of the California Constitution. Any landscape installed prior to January 1, 2010, that is at least one acre in size may be subject to irrigation audits, irrigation surveys or water use analysis programs for evaluating irrigation system performance and adherence to the Maximum Applied Water Allowance as dened in the 1992 Model Ordinance with an Evapotranspiration Adjustment Factor (ETAF) of 0.8. Local agencies and water purveyors (designated by the local agency) may institute these or other programs to increase eciency in existing landscapes. All new landscapes will be assigned a water budget. The water budget approach is a provision in the statute that ensures a landscape is allowed sucient water. There are two water budgets in the Model Ordinance; the Maximum Applied Water Allowance (MAWA) and the Estimated Total Water Use (ETWU). The MAWA, is the water budget used for compliance and is an annual water allowance based on landscape area, local evapotranspiration and ETAF of 0.7. The ETWU is an annual water use estimation for design purposes and is based on the water needs of the plants actually chosen for a given landscape. The ETWU may not exceed the MAWA. Water ecient landscapes oer multiple benets. Water ecient landscapes will stretch our limited water supplies. Other benets include reduced irrigation runo, reduced pollution of waterways, less property damage, less green waste, increased drought resistance and a smaller carbon footprint. The Department of Water Resources will oer technical assistance. The Department plans to oer a series of workshops, publications and other assistance for successful adoption and implementation of the Model Ordinance or local water ecient landscape ordinances. Information regarding these resources may be found on the DWR website: http://www.water.ca.gov/wateruseefficiency/landscapeordinance/ Questions on the Model Ordinance may be sent by e-mail to DWR sta at: mweo@water.ca.gov. Model Water Efficient Landscape Ordinance CALIFORNIA DEPARTMENT OF WATER RESOURCES Important points to consider... R-3 AUTOMOBILE PARKING The activities outlined in this fact sheet target the following pollutants: Sediment x Nutrients Bacteria Foaming Agents Metals X Hydrocarbons X Hazardous Materials x Pesticides and Herbicides Other Parked automobiles may contribute pollutants to the storm drain because poorly maintained vehicles may leak fluids containing hydrocarbons, metals, and other pollutants. In addition, heavily soiled automobiles may drop clods of dirt onto the parking surface, contributing to the sediment load when runoff is present. During rain events, or wash-down activities, the pollutants may be carried into the storm drain system. The pollution prevention activities outlined in this fact sheets are used to prevent the discharge of pollutants to the storm drain system. Think before parking your car. Remember - The ocean starts at your front door. Required Activities • If required, vehicles have to be removed from the street during designated street sweeping/cleaning times. • If the automobile is leaking, place a pan or similar collection device under the automobile, until such time as the leak may be repaired. • Use dry cleaning methods to remove any materials deposited by vehicles (e.g. adsorbents for fluid leaks, sweeping for soil clod deposits). Recommended Activities • Park automobiles over permeable surfaces (e.g. gravel, or porous cement). • Limit vehicle parking to covered areas. • Perform routine maintenance to minimize fluid leaks, and maximize fuel efficiency. For additional information contact: County of Orange, OC Watershed Main: (714) 955-0600/ 24hr Water Pollution Discharge Hotline 1-877-89-SPILL or visit our website at: www.ocwatersheds.com R-8 WATER CONSERVATION Excessive irrigation and/or the overuse of water is often the most significant factor in transporting pollutants to the storm drain system. Pollutants from a wide variety of sources including automobile repair and maintenance, automobile washing, automobile parking, home and garden care activities and pet care may dissolve in the water and be transported to the storm drain. In addition, particles and materials coated with fertilizers and pesticides may be suspended in the flow and be transported to the storm drain. Hosing off outside areas to wash them down not only consumes large quantities of water, but also transports any pollutants, sediments, and waste to the storm drain system. The pollution prevention activities outlined in this fact sheets are used to prevent the discharge of pollutants to the storm drain system. The activities outlined in this fact sheet target the following pollutants: Sediment x Nutrients x Bacteria x Foaming Agents x Metals x Hydrocarbons x Hazardous Materials x Pesticides and Herbicides x Other x Think before using water. Remember - The ocean starts at your front door. Required Activities • Irrigation systems must be properly adjusted to reflect seasonal water needs. • Do not hose off outside surfaces to clean, sweep with a broom instead. Recommended Activities • Fix any leaking faucets and eliminate unnecessary water sources. • Use xeroscaping and drought tolerant landscaping to reduce the watering needs. • Do not over watering lawns or gardens. Over watering wastes water and promotes diseases. • Use a bucket to re-soak sponges/rags while washing automobiles and other items outdoors. Use hose only for rinsing. • Wash automobiles at a commercial car wash employing water recycling. For additional information contact: County of Orange, OC Watershed Main: (714) 955-0600/ 24hr Water Pollution Discharge Hotline 1-877-89-SPILL or visit our website at: www.ocwatersheds.com Outdoor Loading/Unloading SC-30 Objectives Cover Contain Educate Reduce/Minimize Product Substitution Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Description The loading/unloading of materials usually takes place outside on docks or terminals; therefore, materials spilled, leaked, or lost during loading/unloading may collect in the soil or on other surfaces and have the potential to be carried away by stormwater runoff or when the area is cleaned. Additionally, rainfall may wash pollutants from machinery used to unload or move materials. Implementation of the following protocols will prevent or reduce the discharge of pollutants to stormwater from outdoor loading/unloading of materials. Approach Reduce potential for pollutant discharge through source control pollution prevention and BMP implementation. Successful implementation depends on effective training of employees on applicable BMPs and general pollution prevention strategies and objectives. Pollution Prevention Keep accurate maintenance logs to evaluate materials removed and improvements made. Park tank trucks or delivery vehicles in designated areas so that spills or leaks can be contained. Limit exposure of material to rainfall whenever possible. Prevent stormwater run-on. Check equipment regularly for leaks. January 2003 California Stormwater BMP Handbook 1 of 4 Industrial and Commercial www.cabmphandbooks.com SC-30 Outdoor Loading/Unloading Suggested Protocols Loading and Unloading – General Guidelines Develop an operations plan that describes procedures for loading and/or unloading. Conduct loading and unloading in dry weather if possible. Cover designated loading/unloading areas to reduce exposure of materials to rain. Consider placing a seal or door skirt between delivery vehicles and building to prevent exposure to rain. Design loading/unloading area to prevent stormwater run-on, which would include grading or berming the area, and position roof downspouts so they direct stormwater away from the loading/unloading areas. Have employees load and unload all materials and equipment in covered areas such as building overhangs at loading docks if feasible. Load/unload only at designated loading areas. Use drip pans underneath hose and pipe connections and other leak-prone spots during liquid transfer operations, and when making and breaking connections. Several drip pans should be stored in a covered location near the liquid transfer area so that they are always available, yet protected from precipitation when not in use. Drip pans can be made specifically for railroad tracks. Drip pans must be cleaned periodically, and drip collected materials must be disposed of properly. Pave loading areas with concrete instead of asphalt. Avoid placing storm drains in the area. Grade and/or berm the loading/unloading area to a drain that is connected to a deadend. Inspection Check loading and unloading equipment regularly for leaks, including valves, pumps, flanges and connections. Look for dust or fumes during loading or unloading operations. Training Train employees (e.g., fork lift operators) and contractors on proper spill containment and cleanup. Have employees trained in spill containment and cleanup present during loading/unloading. Train employees in proper handling techniques during liquid transfers to avoid spills. Make sure forklift operators are properly trained on loading and unloading procedures. 2 of 4 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Outdoor Loading/Unloading SC-30 Spill Response and Prevention Keep your Spill Prevention Control and Countermeasure (SPCC) Plan up-to-date. Contain leaks during transfer. Store and maintain appropriate spill cleanup materials in a location that is readily accessible and known to all and ensure that employees are familiar with the site’s spill control plan and proper spill cleanup procedures. Have an emergency spill cleanup plan readily available. Use drip pans or comparable devices when transferring oils, solvents, and paints. Other Considerations (Limitations and Regulations) Space and time limitations may preclude all transfers from being performed indoors or under cover. It may not be possible to conduct transfers only during dry weather. Requirements Costs Costs should be low except when covering a large loading/unloading area. Maintenance Conduct regular inspections and make repairs as necessary. The frequency of repairs will depend on the age of the facility. Check loading and unloading equipment regularly for leaks. Conduct regular broom dry-sweeping of area. Supplemental Information Further Detail of the BMP Special Circumstances for Indoor Loading/Unloading of Materials Loading or unloading of liquids should occur in the manufacturing building so that any spills that are not completely retained can be discharged to the sanitary sewer, treatment plant, or treated in a manner consistent with local sewer authorities and permit requirements. For loading and unloading tank trucks to above and below ground storage tanks, the following procedures should be used: - The area where the transfer takes place should be paved. If the liquid is reactive with the asphalt, Portland cement should be used to pave the area. - The transfer area should be designed to prevent run-on of stormwater from adjacent areas. Sloping the pad and using a curb, like a speed bump, around the uphill side of the transfer area should reduce run-on. January 2003 California Stormwater BMP Handbook 3 of 4 Industrial and Commercial www.cabmphandbooks.com SC-30 Outdoor Loading/Unloading 4 of 4 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com - The transfer area should be designed to prevent runoff of spilled liquids from the area. Sloping the area to a drain should prevent runoff. The drain should be connected to a dead-end sump or to the sanitary sewer. A positive control valve should be installed on the drain. For transfer from rail cars to storage tanks that must occur outside, use the following procedures: - Drip pans should be placed at locations where spillage may occur, such as hose connections, hose reels, and filler nozzles. Use drip pans when making and breaking connections. - Drip pan systems should be installed between the rails to collect spillage from tank cars. References and Resources California’s Nonpoint Source Program Plan http://www.swrcb.ca.gov/nps/index.html Clark County Storm Water Pollution Control Manual http://www.co.clark.wa.us/pubworks/bmpman.pdf King County Storm Water Pollution Control Manual http://dnr.metrokc.gov/wlr/dss/spcm.htm Santa Clara Valley Urban Runoff Pollution Prevention Program http://www.scvurppp.org The Storm Water Managers Resource Center http://www.stormwatercenter.net/ TECHNICAL GUIDANCE DOCUMENT APPENDICES XIV-3 May 19, 2011 XIV.1. Hydrologic Source Control Fact Sheets (HSC) HSC-1: Localized On-Lot Infiltration ‘Localized on-lot infiltration’ refers to the practice of collecting on-site runoff from small distributed areas within a catchment and diverting it to a dedicated on-site infiltration area. This technique can include disconnecting downspouts and draining sidewalks and patios into french drains, trenches, small rain gardens, or other surface depressions. For downspout disconnections and other impervious area disconnection involving dispersion over pervious surfaces, but without intentional ponding, see HSC-2: Impervious Area Dispersion. Feasibility Screening Considerations x ‘Localized on-lot infiltration’ shall meet infiltration infeasibility screening criteria to be considered for use. Opportunity Criteria x Runoff can be directed to and temporarily pond in pervious area depressions, rock trenches, or similar. x Soils are adequate for infiltration or can be amended to provide an adequate infiltration rate. x Shallow utilities are not present below infiltration areas. OC-Specific Design Criteria and Considerations □ A single on-lot infiltration area should not be sized to retain runoff from impervious areas greater than 4,000 sq. ft.; if the drainage area exceeds this criteria, sizing should be based on calculations for bioretention areas or infiltration trenches. □ Soils should be sufficiently permeable to eliminate ponded water within 24 hours following a 85th percentile, 24-hour storm event. □ Maximum ponding depth should be should be less than 3 inches and trench depth should be less than 1.5 feet. □ Infiltration should not be used when the depth to the mounded seasonally high table is within 5 feet of the bottom of infiltrating surface. □ Infiltration via depression storage, french drains, or rain gardens should be located greater than 8 feet from building foundations. □ Site slope should be less than 10%. □ Infiltration unit should not be located within 50 feet of slopes greater than 15 percent. □ Side slopes of rain garden or depression storage should not exceed 3H:1V. □ Effective energy dissipation and uniform flow spreading methods should be employed to prevent erosion resulting fromwater entering infiltration areas. Also known as: ¾ Downspout infiltration ¾ Retention grading ¾ French drains ¾ On-lot rain gardens On-lot rain garden Source: lowimpactdevelopment.org TECHNICAL GUIDANCE DOCUMENT APPENDICES XIV-4 May 19, 2011 □ Overflow should be located such that it does not cause erosion orand is conveyed away from structures toward the downstream conveyance and treatment system. . Calculating HSC Retention Volume x The retention volume provided by localized on-lot infiltration can be computed as the storage volume provided by surface ponding and the pore space within an amended soil layer or gravel trench. x Estimate the average retention volume per 1000 square feet impervious tributary area provided by on-lot infiltration. x Look up the storm retention depth, dHSC from the chart to the right. x The max dHSC is equal to the design capture storm depth for the project site. Configuration for Use in a Treatment Train x Localized on-lot infiltration would typically serve as the first in a treatment train and should only be used where tributary areas do not generate significant sediment that would require pretreatment to mitigate clogging. x The use of impervious area disconnection reduces the sizing requirement for downstream LID and/or conventional treatment control BMPs. Additional References for Design Guidance x LID Center – Rain Garden Design Template. http://www.lowimpactdevelopment.org/raingarden_design/ x University of Wisconsin Extension. Rain Gardens: A How-To Manual for Homeowners. http://learningstore.uwex.edu/assets/pdfs/GWQ037.pdf 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 0 102030405060708090 dHS C , i n c h e s Retention Storage (cf) per 1000 sf of Impervious Tributary Area TECHNICAL GUIDANCE DOCUMENT APPENDICES XIV-5 May 19, 2011 HSC-2: Impervious Area Dispersion Impervious area dispersion refers to the practice of routing runoff from impervious areas, such as rooftops, walkways, and patios onto the surface of adjacent pervious areas. Runoff is dispersed uniformly via splash block or dispersion trench and soaks into the ground as it move slowly across the surface of pervious areas. Minor ponding may occur, but it is not the intent of this practice to actively promote localized on-lot storage (See HSC-1: Localized On-Lot Infiltration). Feasibility Screening Considerations x Impervious area dispersion can be used where infiltration would otherwise be infeasible, however dispersion depth over landscaped areas should be limited by site-specific conditions to prevent standing water or geotechnical issues. Opportunity Criteria x Rooftops and other low traffic impervious surface present in drainage area. x Soils are adequate for infiltration. If not, soils can be amended to improve capacity to absorb dispersed water (see MISC-2: Amended Soils). x Significant pervious area present in drainage area with shallow slope x Overflow from pervious area can be safely managed. OC-Specific Design Criteria and Considerations □ Soils should be preserved from their natural condition or restored via soil amendments to meet minimum criteria described in Section . □ A minimum of 1 part pervious area capable of receiving flow should be provided for every 2 parts of impervious area disconnected. □ The pervious area receiving flow should have a slope ≤ 2 percent and path lengths of ≥ 20 feet per 1000 sf of impervious area. □ Dispersion areas should be maintained to remove trash and debris, loose vegetation, and protect any areas of bare soil from erosion. □ Velocity of dispersed flow should not be greater than 0.5 ft per second to avoid scour. Calculating HSC Retention Volume x The retention volume provided by downspout dispersion is a function of the ratio of impervious to pervious area and the condition of soils in the pervious area. x Determine flow patterns in pervious area and estimate footprint of pervious area receiving dispersed flow. Calculate the ratio of pervious to impervious area. x Check soil conditions using the soil condition design criteria below; amend if necessary. x Look up the storm retention depth, dHSC from the chart below. Simple Downspout Dispersion Source: toronto.ca/environment/water.htm Also known as: ¾ Downspout disconnection ¾ Impervious area disconnection ¾ Sheet flow dispersion TECHNICAL GUIDANCE DOCUMENT APPENDICES XIV-6 May 19, 2011 x The max dHSC is equal to the design storm depth for the project site. Soil Condition Design Criteria □ Maximum slope of 2 percent □ Well-established lawn or landscaping □ Minimum soil amendments per criteria in MISC-2: Amended Soils. Configuration for Use in a Treatment Train x Impervious area disconnection is an HSC that may be used as the first element in any treatment train x The use of impervious area disconnection reduces the sizing requirement for downstream LID and/or treatment control BMPs Additional References for Design Guidance x SMC LID Manual (pp 131) http://www.lowimpactdevelopment.org/guest75/pub/All_Projects/SoCal_LID_Manual/SoCalL ID_Manual_FINAL_040910.pdf x City of Portland Bureau of Environmental Services. 2010. How to manage stormwater – Disconnect Downspouts. http://www.portlandonline.com/bes/index.cfm?c=43081&a=177702 x Seattle Public Utility: http://www.cityofseattle.org/util/stellent/groups/public/@spu/@usm/documents/webcontent/sp u01_006395.pdf x Thurston County, Washington State (pp 10): http://www.co.thurston.wa.us/stormwater/manual/docs-faqs/DG-5-Roof-Runoff- Control_Rev11Jan24.pdf 1 Pervious area used in calculation should only include the pervious area receiving flow, not pervious area receiving only direct rainfall or upslope pervious drainage. TECHNICAL GUIDANCE DOCUMENT APPENDICES XIV-7 May 19, 2011 HSC-3: Street Trees By intercepting rainfall, trees can provide several aesthetic and stormwater benefits including peak flow control, increased infiltration and ET, and runoff temperature reduction. The volume of precipitation intercepted by the canopy reduces the treatment volume required for downstream treatment BMPs. Shading reduces the heat island effect as well as the temperature of adjacent impervious surfaces, over which stormwater flows, and thus reduces the heat transferred to downstream receiving waters. Tree roots also strengthen the soil structure and provide infiltrative pathways, simultaneously reducing erosion potential and enhancing infiltration. Feasibility Screening Considerations x Not applicable Opportunity Criteria x Street trees can be incorporated in green streets designs along sidewalks, streets, parking lots, or driveways. x Street trees can be used in combination with bioretention systems along medians or in traffic calming bays. x There must be sufficient space available to accommodate both the tree canopy and root system. OC-Specific Design Criteria and Considerations □ Mature tree canopy, height, and root system should not interfere with subsurface utilities, suspended powerlines, buildings and foundations, or other existing or planned structures. Required setbacks should be adhered to. □ Depending on space constarints, a 20 to 30 foot diameter canopy (at maturity) is recommended for stormwater mitigation. □ Native, drought-tolerant species should be selected in order to minimize irrigation requirements and improve the long-term viability of trees. □ Trees should not impede pedstrian or vehicle sight lines. □ Planting locations should receive adequate sunlight and wind protection; other environmental factors should be considered prior to planting. □ Frequency and degree of vegetation management and maintenance should be considered with respect to owner capabilities (e.g., staffing, funding, etc.). □ Soils should be preserved in their natural condition (if appropriate for planting) or restored via soil amendments to meet minimum criteria described in MISC-2: Amended Soils. If necessary, a landscape architect or plant biologist should be consulted. □ A street tree selection guide, such as that specific to the City of Los Angeles, may need to be consulted to select species appropriate for the site design constraints (e.g., parkway size, tree height, canopy spread, etc.) □ Infiltration should not cause geotechnical hazards related to adjacent structures (buildings, Also known as: ¾ Canopy interception Street trees Source: Geosyntec Consultants TECHNICAL GUIDANCE DOCUMENT APPENDICES XIV-8 May 19, 2011 roadways, sidewalks, utilities, etc.) Calculating HSC Retention Volume x The retention volume provided by streets trees via canopy interception is dependent on the tree species, time of the year, and maturity. x To compute the retention depth, the expected impervious area covered by the full tree canopy after 4 years of growth must be computed (IAHSC). The maximum retention depth credit for canopy interception (dHSC) is 0.05 inches over the area covered by the canopy at 4 years of growth. Configuration for Use in a Treatment Train x As a HSC, street trees would serve as the first step in a treatment train by reducing the treatment volume and flow rate of a downstream treatment BMP. Additional References for Design Guidance x California Stormwater BMP Handbook. http://www.cabmphandbooks.com/Documents/Development/Section_3.pdf x City of Los Angeles, Street Tree Division - Street Tree Selection Guide. http://bss.lacity.org/UrbanForestryDivision/StreetTreeSelectionGuide.htm x Portland Stormwater Management Manual. http://www.portlandonline.com/bes/index.cfm?c=35122&a=55791 x San Diego County – Low Impact Development Fact Sheets. http://www.sdcounty.ca.gov/dplu/docs/LID-Appendices.pdf Insert Date Page 13 TRAINING / EDUCATIONAL LOG Date of Training/Educational Activity: Name of Person Performing Activity (Printed): Signature: Topic of Training/Educational Activity: Name of Participant Signature of Participant For newsletter or mailer educational activities, please include the following information: Date of mailing Number distributed Method of distribution Topics addressed If a newsletter article was distributed, please include a copy of it. Attachment D Infiltration Report & Factor of Safety Worksheet H 22885 Savi Ranch Parkway Suite E Yorba Linda California 92887 voice: (714) 685-1115 fax: (714) 685-1118 www.socalgeo.com December 2, 2020 Duke Realty 200 Spectrum Center Drive, Suite 1600 Irvine, California 92618 Attention: Mr. George Atalla Assistant Development Services Manager Project No.: 20G226-2 Subject: Results of Infiltration Testing Proposed Warehouse NWC Slover Avenue and Cypress Avenue Fontana, California References: Geotechnical Investigation, Proposed Warehouse, NWC Slover Avenue and Cypress Avenue, Fontana, California, prepared by Southern California Geotechnical, Inc. (SCG) for Duke Realty, SCG Project No. 18G213-1, dated November 19, 2018. Geotechnical Investigation, Proposed Warehouse, NWC Slover Avenue and Cypress Avenue, Fontana, California, prepared by Southern California Geotechnical, Inc. (SCG) for, SCG Project No. 18G213-1, dated November 19, 2018. Mr. Atalla: In accordance with your request, we have conducted infiltration testing at the subject site. We are pleased to present this report summarizing the results of the infiltration testing and our design recommendations. Scope of Services The scope of services performed for this project was in general accordance with our Proposal No. 20P393R, dated October 29, 2020. The scope of services included site reconnaissance, subsurface exploration, field testing, and engineering analysis to determine the infiltration rates of the on-site soils. The infiltration testing was performed in general accordance with the guidelines published in Riverside County – Low Impact Development BMP Design Handbook – Section 2.3 of Appendix A, prepared for the Riverside County Department of Environmental Health (RCDEH), dated December, 2013. The San Bernardino County standards defer to the guidelines published by the RCDEH. Site and Project Description The subject site is located at the northwest corner of Slover Avenue and Cypress Avenue in Fontana, California. The site is bounded to the north by Union Pacific railroad tracks, to the east by Cypress Avenue, to the south by Slover Avenue, and to the west by existing single-family residential lots. Boyle Avenue bisects the site in the east-west direction. The general location of Proposed Warehouse – Fontana, CA Project No. 20G226-2 Page 2 the site is illustrated on the Site Location Map, included as Plate 1 in Appendix A of this report. The site consists of several rectangular-shaped parcels, which total 20.3± acres in size. At the time of this investigation, the southeastern parcels are currently vacant and undeveloped. The ground surface cover throughout these parcels consist of exposed soil with sparse native grass and weed growth, and areas of scattered debris. The western and southwestern parcels are currently each developed with single-family residences, with buildings ranging from 1,250 to 1,950± square feet in size. The residences appear to be single-story structures of wood frame and stucco construction, presumably supported on conventional shallow foundations with concrete slab-on-grade floors. The ground surface cover surrounding the residences and remaining areas of these parcels consist of open graded gravel, exposed soil, and poor-conditioned, cracked concrete flatwork surrounding driveway areas. These parcels contain concentrations of medium to large-sized trees. The northwestern parcel is currently developed as a storage lot for construction equipment. The structures on this lot range from 1,100 to 2,400± square feet. The main office building located in the southwestern portion of the parcel consists of wood-frame and stucco construction, while the 2,400± square foot buildings are constructed of sheet metal, two to three stories tall. The ground surface cover within this parcel consist of open graded gravel with areas of concrete flatwork. It should be noted that buried concrete exists on the western-face of the storage buildings, extending 15-20± feet away from the building. The northeastern lot is currently developed as a truck trailer parking lot. This parcel contains two office buildings in the southern region, ranging from 1,500 to 4,800± square feet in size. The structures are of wood frame and stucco construction, presumably supported on conventional shallow foundations with concrete slab-on-grade floors. The ground surface consists of Portland cement concrete pavements in moderate to poor condition, with areas of severe cracking. Detailed topographic information was not available at the time of this report. However, based on topographic information obtained from Google Earth, the site topography ranges from 1093± feet mean sea level (msl) along the northern perimeter of the site to 1083± feet msl in the southern area of the site. The site topography slopes gently downward toward the south at a gradient of 2± percent. Proposed Development Based on the conceptual site plan that was provided to our office by the client, the site will be developed with one (1) new warehouse located in the eastern region of the site, 421,546± ft2 in plan view. The proposed warehouse will be developed with dock high doors along the western building wall. The building will be surrounded by asphaltic concrete pavements in the parking and drive lanes, Portland cement concrete pavements in the loading dock area, concrete flatwork and landscape planters throughout. Proposed Warehouse – Fontana, CA Project No. 20G226-2 Page 3 Previous Study Southern California Geotechnical, Inc. (SCG) previously performed a geotechnical investigation for a previously proposed warehouse development at the subject site. The results of this investigation are presented in the report referenced as follows: Geotechnical Investigation, Proposed Warehouse, NWC Slover Avenue and Cypress Avenue, Fontana, California, prepared by SCG, prepared for Duke Realty, SCG Project No. 18G213-1, dated November 19, 2018. As part of this investigation six (6) borings (identified as Boring Nos. B-1 through B-6) were advanced to depths of 20 to 25± feet below the existing site grades. The approximate locations of the previous borings are indicated on the Boring Location Plan, included as Plate 2 in Appendix A of this report. AC pavements were encountered at the ground surface at Boring No. B-4, with no discernible layer of underlying aggregate base. The pavements generally consisted of 1½± inches of AC. Artificial fill soils were encountered at the ground surface or beneath the pavements at four of the six boring locations, extending to depths of 2½ to 3½± feet. The fill soils generally consisted of loose to very dense silty fine sands, fine to coarse sands, and silty sands. Native alluvial soils were encountered at the ground surface or beneath the fill soils at all of the boring locations, extending to at least the maximum depth explored of 25± feet. The alluvium generally consisted of medium dense to very dense silty fine to medium sands, gravelly fine to coarse sands, and fine to coarse sandy gravel with occasional cobbles. Free water was not encountered during the drilling of any of the borings. Based on the lack of water within the borings, the groundwater was considered to have existed at a depth in excess of 25± feet at the time of the previous subsurface exploration. Based upon the identified subsurface conditions, remedial grading was recommended to be performed within the previously proposed building pad area in order to remove the existing undocumented fill soils. The previously proposed building area was recommended to be overexcavated to a depth of at least 3 feet below existing grade and to a depth of at least 3 feet below proposed pad grade. It was also recommended to extend the overexcavation to a depth of at least 2 feet below foundation bearing grade within the foundation influence zones. The foundations were recommended to be designed for a maximum allowable soil bearing pressure of 3,000 lbs/ft2. Excerpts from the previous study, including the boring and trench logs, along with the results of laboratory testing, are included in Appendix F of this report. Concurrent Study Southern California Geotechnical, Inc. (SCG) recently conducted a geotechnical investigation at the subject site. As a part of this study, seven (7) borings were advanced to depths of 20 to 25± feet below existing site grades. Portland cement pavements were encountered at Boring Nos. B-8 and B-9, measuring 8± inches in thickness with no discernable underlain aggregate base. Artificial fill soils were encountered at the ground surface of all boring locations, extending to depths of 2½ to 8± feet below existing site grades. At Boring Nos. B-8 and B-9, the fill soils were encountered beneath Portland cement pavements. The artificial fill soils consist mainly of loose to medium dense silty fine sands and fine sandy silts with variable gravel content and trace quantities of medium to coarse sands. At Boring No. B-13, the fill soils Proposed Warehouse – Fontana, CA Project No. 20G226-2 Page 4 consisted of medium dense gravelly fine to medium sands with little silt content. Native alluvium was encountered beneath the artificial fill soils at all boring locations, extending to the maximum explored depth of 25± feet below existing site grades. The near-surface alluvium at depths less than 12± feet below existing site grades generally consisted of medium dense to very dense fine to coarse sands and medium dense to dense gravelly fine to coarse sands and fine to medium sands. The alluvial soil at depths greater than 12± feet consisted mainly of medium dense to very dense silty fine to coarse sands, medium dense fine sandy silts and silty fine sands, medium dense to dense fine to medium sands, dense fine to coarse sands, and very dense gravelly fine to coarse sands. Occasional cobbles and variable silt and gravel content were encountered within the alluvial strata. Subsurface Exploration Scope of Exploration The subsurface exploration conducted for the infiltration testing consisted of five (5) infiltration test borings, advanced to a depth of 10± feet below the existing site grades. The infiltration borings were advanced using a truck-mounted drilling rig, equipped with 8-inch-diameter hollow-stem augers and were logged during drilling by a member of our staff. The approximate locations of the infiltration test borings (identified as I-1 through I-5) are indicated on the Infiltration Test Location Plan, enclosed as Plate 2 of this report. Upon the completion of the infiltration borings, the bottom of each test boring was covered with 2± inches of clean ¾-inch gravel. A sufficient length of 3-inch-diameter perforated PVC casing was then placed into each test hole so that the PVC casing extended from the bottom of the test hole to the ground surface. Clean ¾-inch gravel was then installed in the annulus surrounding the PVC casing. Geotechnical Conditions Artificial Fill Fill soils were encountered at the ground surface of Infiltration Boring Nos. I-1 through I-4, extending to depths of 3 to 7± below existing site grades. Possible fill soils were encountered at Infiltration Test No. I-5, extending to a depth of 5½± feet below existing site grades. The artificial fill soils consisted of medium dense silty fine sands and silty fine to medium sands and medium dense fine sandy silts. The possible fill soils consisted of medium dense gravelly fine to medium sands. Alluvium Native alluvial soils were encountered beneath the fill or possible fill soils surface at all of the infiltration boring locations, extending to at least the maximum depth explored of 10± feet below existing site grades. The alluvial soils generally consisted of medium dense fine to coarse sands and fine to medium sands, medium dense gravelly fine to coarse sands, and dense gravelly fine to coarse sands. Variable gravel and silt content were encountered throughout the Proposed Warehouse – Fontana, CA Project No. 20G226-2 Page 5 alluvium. The Boring Logs, which illustrate the conditions encountered at the boring locations, are included with this report. Groundwater Groundwater was not encountered during the drilling of any of the borings. Based on the apparent moistures encountered within the borings, the static groundwater table is considered to have existing at a depth in excess of 25± feet below the existing site grades at the time of the subsurface investigation. Recent water level data was obtained from the California Department of Water Resources Water Data Library website, http://wdl.water.ca.gov/. The nearest monitoring well on record is located approximately ½± mile west of the subject site. Water level readings within this monitoring well indicate a groundwater level of 369± feet in March 2019. Infiltration Testing As previously mentioned, the infiltration testing was performed in general accordance with the guidelines published in Riverside County – Low Impact Development BMP Design Handbook – Section 2.3 of Appendix A, which apply to San Bernardino County. Pre-soaking In accordance with the county infiltration standards for sandy soils, all infiltration test borings were pre-soaked 2 hours prior to the infiltration testing or until all of the water had percolated through the test holes. The pre-soaking process consisted of filling test borings by inverting a full 5-gallon bottle of clear water supported over each hole so that the water flow into the hole holds constant at a level at least 5 times the hole’s radius above the gravel at the bottom of each hole. Pre-soaking was completed after all of the water had percolated through the test holes. Infiltration Testing Following the pre-soaking process of the infiltration test borings, SCG performed the infiltration testing. Each test hole was filled with water to a depth of at least 5 times the hole’s radius above the gravel at the bottom of the test holes. In accordance with the San Bernardino County guidelines, since “sandy soils” were encountered at the bottom of all of the infiltration test borings (where 6 inches of water infiltrated into the surrounding soils for two consecutive 25- minute readings), readings were taken at 1-minute intervals, 3-minute intervals, and 5-minute intervals for a total of 1 hour at five (5) test locations. After each reading, water was added to the borings so that the depth of the water was at least 5 times the radius of the hole. The water level readings are presented on the spreadsheets enclosed with this report. The infiltration rates for each of the timed intervals are also tabulated on the spreadsheets. The infiltration rates from the test are tabulated in inches per hour. In accordance with the typically accepted practice, it is recommended that the most conservative reading from the latter part of the infiltration tests be used as the design infiltration rate. The rates are summarized below: Proposed Warehouse – Fontana, CA Project No. 20G226-2 Page 6 Infiltration Test No. Depth (feet) Soil Description Infiltration Rate (inches/hour) I-1 10 Silty fine to medium Sand, trace coarse Sand 21.1 I-2 10 Gravelly fine to coarse Sand, trace Silt 19.8 I-3 10 Gravelly fine to coarse Sand, trace to little Silt 18.4 I-4 10 Gravelly fine to coarse Sand, trace Silt 22.5 I-5 10 Fine to medium Sand, trace Silt 11.4 Laboratory Testing Moisture Content The moisture contents for the recovered soil samples within the borings were determined in accordance with ASTM D-2216 and are expressed as a percentage of the dry weight. These test results are presented on the Boring Logs. Grain Size Analysis The grain size distribution of selected soils collected from the base of each infiltration test boring have been determined using a range of wire mesh screens. These tests were performed in general accordance with ASTM D-422 and/or ASTM D-1140. The weight of the portion of the sample retained on each screen is recorded and the percentage finer or coarser of the total weight is calculated. The results of these tests are presented on Plates C-1 through C-5 of this report. Design Recommendations Five (5) infiltration tests were performed at the subject site. As noted above, the infiltration rates at these locations vary from 11.4 to 22.5 inches per hour. Based on the infiltration test results, we recommend the following design infiltration rates for the proposed below-grade chamber systems: Infiltration System Rate (inches per hour) Region 1 11.4 West 2 18.4 Southwest We recommend that a representative from the geotechnical engineer be on-site during the construction of the proposed infiltration systems to identify the soil classification at the base of each system. It should be confirmed that the soils at the base of the proposed infiltration systems correspond with those presented in this report to ensure that the performance of the systems will be consistent with the rates reported herein. Proposed Warehouse – Fontana, CA Project No. 20G226-2 Page 7 The design of the storm water infiltration system should be performed by the project civil engineer, in accordance with the City of Fontana and/or County of San Bernardino guidelines. It is recommended that the system be constructed so as to facilitate removal of silt and clay, or other deleterious materials from any water that may enter the systems. The presence of such materials would decrease the effective infiltration rates. It is recommended that the project civil engineer apply an appropriate factor of safety. The infiltration rate recommended above is based on the assumption that only clean water will be introduced to the subsurface profile. Any fines, debris, or organic materials could significantly impact the infiltration rate. It should be noted that the recommended infiltration rates are based on infiltration testing at five (5) discrete locations and that the overall infiltration rates of the proposed infiltration systems could vary considerably. Construction Considerations The infiltration rates presented in this report are specific to the tested locations and tested depths. Infiltration rates can be significantly reduced if the soils are exposed to excessive disturbance or compaction during construction. Therefore, the subgrade soils within proposed infiltration system areas should not be over-excavated, undercut or compacted in any significant manner. It is recommended that a note to this effect be added to the project plans and/or specifications. Infiltration versus Permeability Infiltration rates are based on unsaturated flow. As water is introduced into soils by infiltration, the soils become saturated and the wetting front advances from the unsaturated zone to the saturated zone. Once the soils become saturated, infiltration rates become zero, and water can only move through soils by hydraulic conductivity at a rate determined by pressure head and soil permeability. The infiltration rate presented herein was determined in accordance with the San Bernardino County guidelines and is considered valid for the time and place of the actual test. Changes in soil moisture content will affect the infiltration rate. Infiltration rates should be expected to decrease until the soils become saturated. Soil permeability values will then govern groundwater movement. Permeability values may be on the order of 10 to 20 times less than infiltration rates. The system designer should incorporate adequate factors of safety and allow for overflow design into appropriate traditional storm drain systems, which would transport storm water off-site. Location of Infiltration System The use of on-site storm water infiltration systems carries a risk of creating adverse geotechnical conditions. Increasing the moisture content of the soil can cause the soil to lose internal shear strength and increase its compressibility, resulting in a change in the designed engineering properties. Overlying structures and pavements in the infiltration area could potentially be damaged due to saturation of subgrade soils. The proposed infiltration system for this site should be located at least 25 feet away from any structures, including retaining walls. Even with this provision of locating the infiltration system at least 25 feet from the building, it is possible that infiltrating water into the subsurface soils could have an adverse effect on the proposed or existing structures. It should also be noted that Proposed Warehouse – Fontana, CA Project No. 20G226-2 Page 8 utility trenches which happen to collect storm water can also serve as conduits to transmit storm water toward the structure, depending on the slope of the utility trench. Therefore, consideration should also be given to the proposed locations of underground utilities which may pass near the proposed infiltration system. General Comments This report has been prepared as an instrument of service for use by the client in order to aid in the evaluation of this property and to assist the architects and engineers in the design and preparation of the project plans and specifications. This report may be provided to the contractor(s) and other design consultants to disclose information relative to the project. However, this report is not intended to be utilized as a specification in and of itself, without appropriate interpretation by the project architect, structural engineer, and/or civil engineer. The design of the proposed storm water infiltration system is the responsibility of the civil engineer. The role of the geotechnical engineer is limited to determination of infiltration rate only. By using the design infiltration rate contained herein, the civil engineer agrees to indemnify, defend, and hold harmless the geotechnical engineer for all aspects of the design and performance of the proposed storm water infiltration system. The reproduction and distribution of this report must be authorized by the client and Southern California Geotechnical, Inc. Furthermore, any reliance on this report by an unauthorized third party is at such party’s sole risk, and we accept no responsibility for damage or loss which may occur. The analysis of this site was based on a subsurface profile interpolated from limited discrete soil samples. While the materials encountered in the project area are considered to be representative of the total area, some variations should be expected between boring locations and testing depths. If the conditions encountered during construction vary significantly from those detailed herein, we should be contacted immediately to determine if the conditions alter the recommendations contained herein. This report has been based on assumed or provided characteristics of the proposed development. It is recommended that the owner, client, architect, structural engineer, and civil engineer carefully review these assumptions to ensure that they are consistent with the characteristics of the proposed development. If discrepancies exist, they should be brought to our attention to verify that they do not affect the conclusions and recommendations contained herein. We also recommend that the project plans and specifications be submitted to our office for review to verify that our recommendations have been correctly interpreted. The analysis, conclusions, and recommendations contained within this report have been promulgated in accordance with generally accepted professional geotechnical engineering practice. No other warranty is implied or expressed. Proposed Warehouse – Fontana, CA Project No. 20G226-2 Page 9 Closure We sincerely appreciate the opportunity to be of service on this project. We look forward to providing additional consulting services during the course of the project. If we may be of further assistance in any manner, please contact our office. Respectfully Submitted, SOUTHERN CALIFORNIA GEOTECHNICAL, INC. Ryan Bremer Staff Geologist Robert G. Trazo, GE 2655 Principal Engineer Distribution: (1) Addressee Enclosures: Plate 1 - Site Location Map Plate 2: Infiltration Test Location Plan Boring Log Legend and Logs (7 pages) Infiltration Test Results Spreadsheets (8 pages) Grain Size Distribution Graphs (5 pages) SITE PROPOSED WAREHOUSE SCALE: 1" = 2000' DRAWN: RB CHKD: RGT SCG PROJECT 20G226-2 PLATE 1 SITE LOCATION MAP SAN BERNARDINO COUNTY, CALIFORNIA SOURCE: USGS TOPOGRAPHIC MAP OF THE FONTANA QUADRANGLE, SAN BERNARDINO COUNTY, CALIFORNIA, 2018 B-2B-1 B-6 B-3 B-5B-4 B-7 B-8 B-12 B-9 B-10 B-11 I-1 I-2 I-3I-4 B-13 I-5 PROJECT LIMITS PROPOSED WAREHOUSE SCALE: 1" = 120' DRAWN: RB CHKD: RGT PLATE 2 SCG PROJECT 20G226-2 FONTANA, CALIFORNIA PROPOSED WAREHOUSE INFILTRATION TEST LOCATION PLAN NO R T H So C a l G e o APPROXIMATE INFILTRATION APPROXIMATE BORING LOCATION GEOTECHNICAL LEGEND PREVIOUS BORING LOCATION (SCG PROJECT NO. 18G213-1) TEST LOCATION (SCG PROJECT NO. 20G226-1) NOTE: AERIAL PHOTOGRAPH OBTAINED FROM GOOGLE EARTH. SITE PLAN PROVIDED BY THE CLIENT. BORING LOG LEGEND SAMPLE TYPE GRAPHICAL SYMBOL SAMPLE DESCRIPTION AUGER SAMPLE COLLECTED FROM AUGER CUTTINGS, NO FIELD MEASUREMENT OF SOIL STRENGTH. (DISTURBED) CORE ROCK CORE SAMPLE: TYPICALLY TAKEN WITH A DIAMOND-TIPPED CORE BARREL. TYPICALLY USED ONLY IN HIGHLY CONSOLIDATED BEDROCK. GRAB 1 SOIL SAMPLE TAKEN WITH NO SPECIALIZED EQUIPMENT, SUCH AS FROM A STOCKPILE OR THE GROUND SURFACE. (DISTURBED) CS CALIFORNIA SAMPLER: 2-1/2 INCH I.D. SPLIT BARREL SAMPLER, LINED WITH 1-INCH HIGH BRASS RINGS. DRIVEN WITH SPT HAMMER. (RELATIVELY UNDISTURBED) NSR NO RECOVERY: THE SAMPLING ATTEMPT DID NOT RESULT IN RECOVERY OF ANY SIGNIFICANT SOIL OR ROCK MATERIAL. SPT STANDARD PENETRATION TEST: SAMPLER IS A 1.4 INCH INSIDE DIAMETER SPLIT BARREL, DRIVEN 18 INCHES WITH THE SPT HAMMER. (DISTURBED) SH SHELBY TUBE: TAKEN WITH A THIN WALL SAMPLE TUBE, PUSHED INTO THE SOIL AND THEN EXTRACTED. (UNDISTURBED) VANE VANE SHEAR TEST: SOIL STRENGTH OBTAINED USING A 4 BLADED SHEAR DEVICE. TYPICALLY USED IN SOFT CLAYS-NO SAMPLE RECOVERED. COLUMN DESCRIPTIONS DEPTH: Distance in feet below the ground surface. SAMPLE: Sample Type as depicted above. BLOW COUNT: Number of blows required to advance the sampler 12 inches using a 140 lb hammer with a 30-inch drop. 50/3” indicates penetration refusal (>50 blows) at 3 inches. WH indicates that the weight of the hammer was sufficient to push the sampler 6 inches or more. POCKET PEN.: Approximate shear strength of a cohesive soil sample as measured by pocket penetrometer. GRAPHIC LOG: Graphic Soil Symbol as depicted on the following page. DRY DENSITY: Dry density of an undisturbed or relatively undisturbed sample in lbs/ft3. MOISTURE CONTENT: Moisture content of a soil sample, expressed as a percentage of the dry weight. LIQUID LIMIT: The moisture content above which a soil behaves as a liquid. PLASTIC LIMIT: The moisture content above which a soil behaves as a plastic. PASSING #200 SIEVE: The percentage of the sample finer than the #200 standard sieve. UNCONFINED SHEAR: The shear strength of a cohesive soil sample, as measured in the unconfined state. SM SP COARSE GRAINEDSOILS SW TYPICAL DESCRIPTIONS WELL-GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NOFINES SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES LETTERGRAPH POORLY-GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLEOR NO FINES GC GM GP GW POORLY-GRADED SANDS, GRAVELLY SAND, LITTLE OR NOFINES SILTSAND CLAYS MORE THAN 50% OF MATERIAL ISLARGER THANNO. 200 SIEVE SIZE MORE THAN 50%OF MATERIAL IS SMALLER THANNO. 200 SIEVESIZE MORE THAN 50%OF COARSEFRACTION PASSING ON NO.4 SIEVE MORE THAN 50%OF COARSE FRACTIONRETAINED ON NO.4 SIEVE CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES FINEGRAINED SOILS SYMBOLSMAJOR DIVISIONS SOIL CLASSIFICATION CHART PT OH CH MH OL CL ML CLEAN SANDS SC SILTY SANDS, SAND - SILTMIXTURES CLAYEY SANDS, SAND - CLAY MIXTURES INORGANIC SILTS AND VERY FINESANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEYSILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLYCLAYS, SANDY CLAYS, SILTY CLAYS,LEAN CLAYS ORGANIC SILTS AND ORGANICSILTY CLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND ORSILTY SOILS INORGANIC CLAYS OF HIGH PLASTICITY ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS PEAT, HUMUS, SWAMP SOILS WITHHIGH ORGANIC CONTENTS SILTS AND CLAYS GRAVELS WITH FINES SAND AND SANDY SOILS (LITTLE OR NO FINES) SANDS WITH FINES LIQUID LIMITLESS THAN 50 LIQUID LIMIT GREATER THAN 50 HIGHLY ORGANIC SOILS NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS GRAVEL AND GRAVELLYSOILS (APPRECIABLE AMOUNT OF FINES) (APPRECIABLE AMOUNT OF FINES) (LITTLE OR NO FINES) WELL-GRADED SANDS, GRAVELLYSANDS, LITTLE OR NO FINES CLEAN GRAVELS 15 21 22 35 2 1 1 2 FILL: Brown Silty fine to medium Sand, trace coarse Sand, trace fine to coarse Gravel, medium dense-dry ALLUVIUM: Gray Brown fine to coarse Sand, little fine to coarse Gravel, trace Silt, medium dense-dry Light Brown Silty fine to medium Sand, trace coarse Sand, trace fine Gravel, dense-dry Boring Terminated at 10' JOB NO.: 20G226-2 PROJECT: Proposed Warehouse LOCATION: Fontana, California BORING NO. I-1 PLATE B-1 DRILLING DATE: 11/3/20 DRILLING METHOD: Hollow Stem Auger LOGGED BY: Ryan Bremer FIELD RESULTS PO C K E T P E N . (T S F ) LABORATORY RESULTS CO M M E N T S SURFACE ELEVATION: --- MSL DR Y D E N S I T Y (P C F ) DE P T H ( F E E T ) MO I S T U R E CO N T E N T ( % ) LI Q U I D LI M I T PL A S T I C LI M I T SA M P L E BL O W C O U N T WATER DEPTH: NA CAVE DEPTH: NA READING TAKEN: At Completion OR G A N I C CO N T E N T ( % ) 5 10 GR A P H I C L O G PA S S I N G #2 0 0 S I E V E ( % ) TEST BORING LOG DESCRIPTION TB L 2 0 G 2 2 6 - 2 . G P J S O C A L G E O . G D T 1 2 / 2 / 2 0 11 13 34 46 1 2 1 1 FILL: Brown Silty fine Sand, trace medium to coarse Sand, medium dense-dry @ 3.5', trace fine root fibers ALLUVIUM: Gray Gravelly fine to coarse Sand, trace Silt, dense-dry Boring Terminated at 10' JOB NO.: 20G226-2 PROJECT: Proposed Warehouse LOCATION: Fontana, California BORING NO. I-2 PLATE B-2 DRILLING DATE: 11/3/20 DRILLING METHOD: Hollow Stem Auger LOGGED BY: Ryan Bremer FIELD RESULTS PO C K E T P E N . (T S F ) LABORATORY RESULTS CO M M E N T S SURFACE ELEVATION: --- MSL DR Y D E N S I T Y (P C F ) DE P T H ( F E E T ) MO I S T U R E CO N T E N T ( % ) LI Q U I D LI M I T PL A S T I C LI M I T SA M P L E BL O W C O U N T WATER DEPTH: NA CAVE DEPTH: NA READING TAKEN: At Completion OR G A N I C CO N T E N T ( % ) 5 10 GR A P H I C L O G PA S S I N G #2 0 0 S I E V E ( % ) TEST BORING LOG DESCRIPTION TB L 2 0 G 2 2 6 - 2 . G P J S O C A L G E O . G D T 1 2 / 2 / 2 0 15 20 2 1 FILL: Brown fine Sandy Silt, trace medium to coarse Sand, trace fine to coarse Gravel, medium dense-dry ALLUVIUM: Gray Brown Gravelly fine to coarse Sand, trace to little Silt, medium dense-dry Boring Terminated at 10' JOB NO.: 20G226-2 PROJECT: Proposed Warehouse LOCATION: Fontana, California BORING NO. I-3 PLATE B-3 DRILLING DATE: 11/3/20 DRILLING METHOD: Hollow Stem Auger LOGGED BY: Ryan Bremer FIELD RESULTS PO C K E T P E N . (T S F ) LABORATORY RESULTS CO M M E N T S SURFACE ELEVATION: --- MSL DR Y D E N S I T Y (P C F ) DE P T H ( F E E T ) MO I S T U R E CO N T E N T ( % ) LI Q U I D LI M I T PL A S T I C LI M I T SA M P L E BL O W C O U N T WATER DEPTH: NA CAVE DEPTH: NA READING TAKEN: At Completion OR G A N I C CO N T E N T ( % ) 5 10 GR A P H I C L O G PA S S I N G #2 0 0 S I E V E ( % ) TEST BORING LOG DESCRIPTION TB L 2 0 G 2 2 6 - 2 . G P J S O C A L G E O . G D T 1 2 / 2 / 2 0 13 29 28 33 3 1 4 2 FILL: Brown Silty fine Sand, little medium to coarse Sand, trace fine Gravel, medium dense-dry to damp ALLUVIUM: Gray Brown fine to coarse Sand, trace to little Silt, little fine to coarse Gravel, medium dense-dry @ 6', some fine to coarse Gravel, dense-damp Gray Brown Gravelly fine to coarse Sand, trace Silt, dense-damp Boring Terminated at 10' JOB NO.: 20G226-2 PROJECT: Proposed Warehouse LOCATION: Fontana, California BORING NO. I-4 PLATE B-4 DRILLING DATE: 11/3/20 DRILLING METHOD: Hollow Stem Auger LOGGED BY: Ryan Bremer FIELD RESULTS PO C K E T P E N . (T S F ) LABORATORY RESULTS CO M M E N T S SURFACE ELEVATION: --- MSL DR Y D E N S I T Y (P C F ) DE P T H ( F E E T ) MO I S T U R E CO N T E N T ( % ) LI Q U I D LI M I T PL A S T I C LI M I T SA M P L E BL O W C O U N T WATER DEPTH: NA CAVE DEPTH: NA READING TAKEN: At Completion OR G A N I C CO N T E N T ( % ) 5 10 GR A P H I C L O G PA S S I N G #2 0 0 S I E V E ( % ) TEST BORING LOG DESCRIPTION TB L 2 0 G 2 2 6 - 2 . G P J S O C A L G E O . G D T 1 2 / 2 / 2 0 16 16 23 15 2 1 2 3 POSSIBLE FILL: Brown Gravelly fine to medium Sand, medium dense-dry ALLUVIUM: Gray Brown fine to coarse Sand, trace to little fine Gravel, medium dense-dry Gray Brown fine to medium Sand, trace Silt, medium dense-dry to damp Boring Terminated at 10' JOB NO.: 20G226-2 PROJECT: Proposed Warehouse LOCATION: Fontana, California BORING NO. I-5 PLATE B-5 DRILLING DATE: 11/20/20 DRILLING METHOD: Hollow Stem Auger LOGGED BY: Jose Zuniga FIELD RESULTS PO C K E T P E N . (T S F ) LABORATORY RESULTS CO M M E N T S SURFACE ELEVATION: --- MSL DR Y D E N S I T Y (P C F ) DE P T H ( F E E T ) MO I S T U R E CO N T E N T ( % ) LI Q U I D LI M I T PL A S T I C LI M I T SA M P L E BL O W C O U N T WATER DEPTH: NA CAVE DEPTH: NA READING TAKEN: At Completion OR G A N I C CO N T E N T ( % ) 5 10 GR A P H I C L O G PA S S I N G #2 0 0 S I E V E ( % ) TEST BORING LOG DESCRIPTION TB L 2 0 G 2 2 6 - 2 . G P J S O C A L G E O . G D T 1 2 / 2 / 2 0 INFILTRATION CALCULATIONS Project Name Project Location Project Number Engineer Test Hole Radius 4 (in) Test Depth 10 (ft) Infiltration Test Hole I-1 Interval Number Time Time Interval (min) Water Depth (ft) Change in Water Level (ft) Average Head Height (ft) Infiltration Rate Q (in/hr) Initial 7:00 AM 8.00 Final 7:03 AM 9.00 Initial 7:05 AM 8.00 Final 7:08 AM 9.02 Initial 7:09 AM 8.00 Final 7:10 AM 8.40 Initial 7:11 AM 8.00 Final 7:12 AM 8.40 Initial 7:14 AM 8.00 Final 7:15 AM 8.39 Initial 7:16 AM 8.00 Final 7:17 AM 8.37 Initial 7:19 AM 8.00 Final 7:20 AM 8.37 Initial 7:21 AM 8.00 Final 7:22 AM 8.37 Initial 7:23 AM 8.00 Final 7:24 AM 8.37 Initial 7:26 AM 8.00 Final 7:27 AM 8.37 Initial 7:29 AM 8.00 Final 7:30 AM 8.36 Initial 7:31 AM 8.00 Final 7:32 AM 8.36 Per County Standards, Infiltration Rate calculated as follows: Where: Q = Infiltration Rate (in inches per hour) ∆H =Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius ∆t =Time Interval Havg = Average Head Height over the time interval 5 Proposed Warehouse Fontana, California 20G226-2 Ryan Bremer 4 1.0 0.37 1.82 3 1.0 2 1.0 0.40 1.80 1 1.0 0.40 6 1.0 0.37 1.82 1.80 0.37 1.82 0.39 1.0 1.81 22.41 24.41 24.41 23.74 22.41 22.41 7 1.0 0.37 1.82 22.41 8 1.0 0.37 1.82 22.41 9 1.0 0.36 1.82 21.74 PS1 3.0 1.00 1.50 24.00 PS2 3.3 1.02 1.49 22.50 10 1.0 0.36 1.82 21.74 )2Ht(r H(60r)Q avg INFILTRATION CALCULATIONS Project Name Project Location Project Number Engineer Test Hole Radius 4 (in) Test Depth 10 (ft) Infiltration Test Hole I-1 Interval Number Time Time Interval (min) Water Depth (ft) Change in Water Level (ft) Average Head Height (ft) Infiltration Rate Q (in/hr) Initial 7:34 AM 8.00 Final 7:35 AM 8.36 Initial 7:36 AM 8.00 Final 7:37 AM 8.36 Initial 7:39 AM 8.00 Final 7:40 AM 8.36 Initial 7:41 AM 8.00 Final 7:42 AM 8.35 Initial 7:43 AM 8.00 Final 7:44 AM 8.35 Initial 7:46 AM 8.00 Final 7:47 AM 8.35 Initial 7:48 AM 8.00 Final 7:49 AM 8.35 Initial 7:50 AM 8.00 Final 7:51 AM 8.35 Initial 7:53 AM 8.00 Final 7:54 AM 8.35 Initial 7:55 AM 8.00 Final 7:56 AM 8.35 Initial 7:58 AM 8.00 Final 7:59 AM 8.35 Initial 8:01 AM 8.00 Final 8:02 AM 8.35 Per County Standards, Infiltration Rate calculated as follows: Where: Q = Infiltration Rate (in inches per hour) ∆H =Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius ∆t =Time Interval Havg = Average Head Height over the time interval 1.0 0.36 1.82 21.74 13 1.0 0.36 1.82 21.74 Proposed Warehouse Fontana, California 20G226-2 Ryan Bremer 11 15 1.0 0.35 1.83 21.09 12 1.0 0.36 1.82 21.74 17 1.0 0.35 1.83 21.09 14 1.0 0.35 1.83 21.09 19 1.0 0.35 1.83 21.09 16 1.0 0.35 1.83 21.09 21 1.0 0.35 1.83 21.09 18 1.0 0.35 1.83 21.09 22 1.0 0.35 1.83 21.09 20 1.0 0.35 1.83 21.09 )2Ht(r H(60r)Q avg INFILTRATION CALCULATIONS Project Name Project Location Project Number Engineer Test Hole Radius 4 (in) Test Depth 10 (ft) Infiltration Test Hole I-2 Interval Number Time Time Interval (min) Water Depth (ft) Change in Water Level (ft) Average Head Height (ft) Infiltration Rate Q (in/hr) Initial 8:05 AM 8.00 Final 8:08 AM 9.00 Initial 8:09 AM 8.00 Final 8:12 AM 9.00 Initial 8:13 AM 8.00 Final 8:14 AM 8.36 Initial 8:16 AM 8.00 Final 8:17 AM 8.36 Initial 8:18 AM 8.00 Final 8:19 AM 8.35 Initial 8:20 AM 8.00 Final 8:21 AM 8.36 Initial 8:23 AM 8.00 Final 8:24 AM 8.35 Initial 8:25 AM 8.00 Final 8:26 AM 8.36 Initial 8:28 AM 8.00 Final 8:29 AM 8.35 Initial 8:30 AM 8.00 Final 8:31 AM 8.35 Initial 8:33 AM 8.00 Final 8:34 AM 8.35 Initial 8:35 AM 8.00 Final 8:36 AM 8.34 Per County Standards, Infiltration Rate calculated as follows: Where: Q = Infiltration Rate (in inches per hour) ∆H =Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius ∆t =Time Interval Havg = Average Head Height over the time interval 3.5 1.00 1.50 20.57 1 1.0 0.36 1.82 21.74 Proposed Warehouse Fontana, California 20G226-2 Ryan Bremer PS1 3 1.0 0.35 1.83 21.09 PS2 3.3 1.00 1.50 21.93 5 1.0 0.35 1.83 21.09 2 1.0 0.36 1.82 21.74 7 1.0 0.35 1.83 21.09 4 1.0 0.36 1.82 21.74 9 1.0 0.35 1.83 21.09 6 1.0 0.36 1.82 21.74 10 1.0 0.34 1.83 20.43 8 1.0 0.35 1.83 21.09 )2Ht(r H(60r)Q avg INFILTRATION CALCULATIONS Project Name Project Location Project Number Engineer Test Hole Radius 4 (in) Test Depth 10 (ft) Infiltration Test Hole I-2 Interval Number Time Time Interval (min) Water Depth (ft) Change in Water Level (ft) Average Head Height (ft) Infiltration Rate Q (in/hr) Initial 8:38 AM 8.00 Final 8:39 AM 8.34 Initial 8:40 AM 8.00 Final 8:41 AM 8.34 Initial 8:42 AM 8.00 Final 8:43 AM 8.34 Initial 8:45 AM 8.00 Final 8:46 AM 8.35 Initial 8:47 AM 8.00 Final 8:48 AM 8.34 Initial 8:49 AM 8.00 Final 8:50 AM 8.34 Initial 8:52 AM 8.00 Final 8:53 AM 8.33 Initial 8:54 AM 8.00 Final 8:55 AM 8.33 Initial 8:56 AM 8.00 Final 8:57 AM 8.33 Initial 8:59 AM 8.00 Final 9:00 AM 8.34 Initial 9:02 AM 8.00 Final 9:03 AM 8.33 Initial 9:04 AM 8.00 Final 9:05 AM 8.33 Per County Standards, Infiltration Rate calculated as follows: Where: Q = Infiltration Rate (in inches per hour) ∆H =Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius ∆t =Time Interval Havg = Average Head Height over the time interval 1.0 0.34 1.83 20.43 13 1.0 0.34 1.83 20.43 Proposed Warehouse Fontana, California 20G226-2 Ryan Bremer 11 15 1.0 0.34 1.83 20.43 12 1.0 0.34 1.83 20.43 17 1.0 0.33 1.84 19.78 14 1.0 0.35 1.83 21.09 19 1.0 0.33 1.84 19.78 16 1.0 0.34 1.83 20.43 21 1.0 0.33 1.84 19.78 18 1.0 0.33 1.84 19.78 22 1.0 0.33 1.84 19.78 20 1.0 0.34 1.83 20.43 )2Ht(r H(60r)Q avg INFILTRATION CALCULATIONS Project Name Project Location Project Number Engineer Test Hole Radius 4 (in) Test Depth 10 (ft) Infiltration Test Hole I-3 Interval Number Time Time Interval (min) Water Depth (ft) Change in Water Level (ft) Average Head Height (ft) Infiltration Rate Q (in/hr) Initial 9:10 AM 8.00 Final 9:13 AM 9.00 Initial 9:15 AM 8.00 Final 9:19 AM 9.00 Initial 9:20 AM 8.00 Final 9:25 AM 9.13 Initial 9:26 AM 8.00 Final 9:31 AM 9.13 Initial 9:32 AM 8.00 Final 9:37 AM 9.14 Initial 9:38 AM 8.00 Final 9:43 AM 9.16 Initial 9:44 AM 8.00 Final 9:49 AM 9.17 Initial 9:50 AM 8.00 Final 9:55 AM 9.19 Initial 9:56 AM 8.00 Final 10:01 AM 9.18 Initial 10:03 AM 8.00 Final 10:08 AM 9.19 Initial 10:09 AM 8.00 Final 10:14 AM 9.20 Initial 10:16 AM 8.00 Final 10:21 AM 9.20 Per County Standards, Infiltration Rate calculated as follows: Where: Q = Infiltration Rate (in inches per hour) ∆H =Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius ∆t =Time Interval Havg = Average Head Height over the time interval 3.2 1.00 1.50 22.62 1 5.0 1.13 1.44 16.93 Proposed Warehouse Fontana, California 20G226-2 Ryan Bremer PS1 3 5.0 1.14 1.43 17.14 PS2 4.0 1.00 1.50 17.93 5 5.0 1.17 1.42 17.75 2 5.0 1.13 1.44 16.93 7 5.0 1.18 1.41 17.96 4 5.0 1.16 1.42 17.55 9 5.0 1.20 1.40 18.38 6 5.0 1.19 1.41 18.17 10 5.0 1.20 1.40 18.38 8 5.0 1.19 1.41 18.17 )2Ht(r H(60r)Q avg INFILTRATION CALCULATIONS Project Name Project Location Project Number Engineer Test Hole Radius 4 (in) Test Depth 10 (ft) Infiltration Test Hole I-4 Interval Number Time Time Interval (min) Water Depth (ft) Change in Water Level (ft) Average Head Height (ft) Infiltration Rate Q (in/hr) Initial 10:30 AM 8.00 Final 10:32 AM 9.00 Initial 10:35 AM 8.00 Final 10:37 AM 9.00 Initial 10:39 AM 8.00 Final 10:42 AM 9.03 Initial 10:44 AM 8.00 Final 10:47 AM 9.03 Initial 10:48 AM 8.00 Final 10:51 AM 9.02 Initial 10:52 AM 8.00 Final 10:55 AM 9.02 Initial 10:56 AM 8.00 Final 10:59 AM 9.02 Initial 11:00 AM 8.00 Final 11:03 AM 9.01 Initial 11:04 AM 8.00 Final 11:07 AM 9.00 Initial 11:08 AM 8.00 Final 11:11 AM 9.00 Initial 11:13 AM 8.00 Final 11:16 AM 9.00 Initial 11:17 AM 8.00 Final 11:20 AM 8.98 Per County Standards, Infiltration Rate calculated as follows: Where: Q = Infiltration Rate (in inches per hour) ∆H =Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius ∆t =Time Interval Havg = Average Head Height over the time interval 2.6 1.00 1.50 27.52 1 3.0 1.03 1.49 24.94 Proposed Warehouse Fontana, California 20G226-2 Ryan Bremer PS1 3 3.0 1.02 1.49 24.63 PS2 2.9 1.00 1.50 24.69 5 3.0 1.02 1.49 24.63 2 3.0 1.03 1.49 24.94 7 3.0 1.00 1.50 24.00 4 3.0 1.02 1.49 24.63 9 3.0 1.00 1.50 24.00 6 3.0 1.01 1.50 24.31 10 3.0 0.98 1.51 23.38 8 3.0 1.00 1.50 24.00 )2Ht(r H(60r)Q avg INFILTRATION CALCULATIONS Project Name Project Location Project Number Engineer Test Hole Radius 4 (in) Test Depth 10 (ft) Infiltration Test Hole I-4 Interval Number Time Time Interval (min) Water Depth (ft) Change in Water Level (ft) Average Head Height (ft) Infiltration Rate Q (in/hr) Initial 11:23 AM 8.00 Final 11:26 AM 8.97 Initial 11:27 AM 8.00 Final 11:30 AM 8.97 Initial 11:31 AM 8.00 Final 11:34 AM 8.97 Initial 11:36 AM 8.00 Final 11:39 AM 8.97 Initial 11:40 AM 8.00 Final 11:43 AM 8.96 Initial 11:44 AM 8.00 Final 11:47 AM 8.96 Initial 11:48 AM 8.00 Final 11:51 AM 8.95 Initial 11:52 AM 8.00 Final 11:55 AM 8.95 Initial 11:56 AM 8.00 Final 11:59 AM 8.95 Initial 12:00 PM 8.00 Final 12:03 PM 8.95 Per County Standards, Infiltration Rate calculated as follows: Where: Q = Infiltration Rate (in inches per hour) ∆H =Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius ∆t =Time Interval Havg = Average Head Height over the time interval 3.0 0.97 1.52 23.07 13 3.0 0.97 1.52 23.07 Proposed Warehouse Fontana, California 20G226-2 Ryan Bremer 11 15 3.0 0.96 1.52 22.77 12 3.0 0.97 1.52 23.07 17 3.0 0.95 1.53 22.46 14 3.0 0.97 1.52 23.07 19 3.0 0.95 1.53 22.46 16 3.0 0.96 1.52 22.77 20 3.0 0.95 1.53 22.46 18 3.0 0.95 1.53 22.46 )2Ht(r H(60r)Q avg INFILTRATION CALCULATIONS Project Name Project Location Project Number Engineer Test Hole Radius 4 (in) Test Depth 10 (ft) Infiltration Test Hole I-5 Interval Number Time Time Interval (min) Water Depth (ft) Change in Water Level (ft) Average Head Height (ft) Infiltration Rate Q (in/hr) Initial 7:20 AM 8.00 Final 7:25 AM 9.00 Initial 7:28 AM 8.00 Final 7:33 AM 9.00 Initial 7:34 AM 8.00 Final 7:39 AM 8.90 Initial 7:40 AM 8.00 Final 7:45 AM 8.90 Initial 7:46 AM 8.00 Final 7:51 AM 8.88 Initial 7:52 AM 8.00 Final 7:57 AM 8.88 Initial 7:59 AM 8.00 Final 8:04 AM 8.87 Initial 8:05 AM 8.00 Final 8:10 AM 8.86 Initial 8:11 AM 8.00 Final 8:16 AM 8.84 Initial 8:17 AM 8.00 Final 8:22 AM 8.84 Initial 8:23 AM 8.00 Final 8:28 AM 8.83 Initial 8:30 AM 8.00 Final 8:35 AM 8.83 Per County Standards, Infiltration Rate calculated as follows: Where: Q = Infiltration Rate (in inches per hour) ∆H =Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius ∆t =Time Interval Havg = Average Head Height over the time interval 5.7 1.00 1.50 12.71 1 5.0 0.90 1.55 12.58 Proposed Warehouse Fontana, California 20G226-2 Ryan Bremer PS1 3 5.0 0.88 1.56 12.23 PS2 5.9 1.00 1.50 12.17 5 5.0 0.87 1.57 12.06 2 5.0 0.90 1.55 12.58 7 5.0 0.84 1.58 11.54 4 5.0 0.88 1.56 12.23 9 5.0 0.83 1.59 11.37 6 5.0 0.86 1.57 11.88 10 5.0 0.83 1.59 11.37 8 5.0 0.84 1.58 11.54 )2Ht(r H(60r)Q avg Sample Description I-1 @ 8.5' Soil Classification Light Brown Silty fine to medium Sand, trace coarse Sand Proposed Warehouse Fontana, CA Project No. 20G226-2 PLATE C-1 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 Percent Passing by Weight Grain Size in Millimeters Grain Size Distribution Sieve Analysis Hydrometer Analysis US Standard Sieve Sizes Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 Sample Description I-2 @ 8.5' Soil Classification Gray Gravelly fine to coarse Sand, trace Silt Proposed Warehouse Fontana, CA Project No. 20G226-2 PLATE C-2 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 Percent Passing by Weight Grain Size in Millimeters Grain Size Distribution Sieve Analysis Hydrometer Analysis US Standard Sieve Sizes Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 Sample Description I-3 @ 8.5' Soil Classification Gray Brown Gravelly fine to coarse Sand, trace to little Silt Proposed Warehouse Fontana, CA Project No. 20G226-2 PLATE C-3 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 Percent Passing by Weight Grain Size in Millimeters Grain Size Distribution Sieve Analysis Hydrometer Analysis US Standard Sieve Sizes Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 Sample Description I-4 @ 8.5' Soil Classification Gray Brown Gravelly fine to coarse Sand, trace Silt Proposed Warehouse Fontana, CA Project No. 20G226-2 PLATE C-4 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 Percent Passing by Weight Grain Size in Millimeters Grain Size Distribution Sieve Analysis Hydrometer Analysis US Standard Sieve Sizes Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 Sample Description I-5 @ 8.5' Soil Classification Gray Brown fine to medium Sand, trace Silt Proposed Warehouse Fontana, CA Project No. 20G226-2 PLATE C-5 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 Percent Passing by Weight Grain Size in Millimeters Grain Size Distribution Sieve Analysis Hydrometer Analysis US Standard Sieve Sizes Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 TECHNICAL GUIDANCE DOCUMENT APPENDICES VII-31 May 19, 2011 VII.4.1. Site Suitability Considerations Suitability assessment related considerations include (Table VII.3): Soil assessment methods – the site assessment extent (e.g., number of borings, test pits, etc.) and the measurement method used to estimate the short-term infiltration rate. Predominant soil texture/percent fines – soil texture and the percent of fines can greatly influence the potential for clogging. Site soil variability – site with spatially heterogeneous soils (vertically or horizontally) as determined from site investigations are more difficult to estimate average properties for resulting in a higher level of uncertainty associated with initial estimates. Depth to seasonal high groundwater/impervious layer – groundwater mounding may become an issue during excessively wet conditions where shallow aquifers or shallow clay lenses are present. Table VII.3: Suitability Assessment Related Considerations for Infiltration Facility Safety Factors Consideration High Concern Medium Concern Low Concern Assessment methods (see explanation below) Use of soil survey maps or simple texture analysis to estimate short-term infiltration rates Direct measurement of ≥ 20 percent of infiltration area with localized infiltration measurement methods (e.g., infiltrometer) Direct measurement of ≥ 50 percent of infiltration area with localized infiltration measurement methods or Use of extensive test pit infiltration measurement methods Texture Class Silty and clayey soils with significant fines Loamy soils Granular to slightly loamy soils Site soil variability Highly variable soils indicated from site assessment or limited soil borings collected during site assessment Soil borings/test pits indicate moderately homogeneous soils Multiple soil borings/test pits indicate relatively homogeneous soils Depth to groundwater/ impervious layer <5 ft below facility bottom 5-10 ft below facility bottom >10 below facility bottom Localized infiltration testing refers to methods such as the double ring infiltrometer test (ASTM D3385-88) which measure infiltration rates over an area less than 10 sq-ft, may include lateral TECHNICAL GUIDANCE DOCUMENT APPENDICES VII-32 May 19, 2011 flow, and do not attempt to account for heterogeneity of soil. The amount of area each test represents should be estimated depending on the observed heterogeneity of the soil. Extensive infiltration testing refers to methods that include excavating a significant portion of the proposed infiltration area, filling the excavation with water, and monitoring drawdown. The excavation should be to the depth of the proposed infiltration surface and ideally be at least 50 to 100 square feet. In all cases, testing should be conducted in the area of the proposed BMP where, based on review of available geotechnical data, soils appear least likely to support infiltration. VII.4.2. Design Related Considerations Design related considerations include (Table VII.4): Size of area tributary to facility – all things being equal, risk factors related to infiltration facilities increase with an increase in the tributary area served. Therefore facilities serving larger tributary areas should use more restrictive adjustment factors. Level of pretreatment/expected influent sediment loads – credit should be given for good pretreatment by allowing less restrictive factors to account for the reduced probability of clogging from high sediment loading. Also, facilities designed to capture runoff from relatively clean surfaces such as rooftops are likely to see low sediment loads and therefore should be allowed to apply less restrictive safety factors. Redundancy – facilities that consist of multiple subsystems operating in parallel such that parts of the system remains functional when other parts fail and/or bypass should be rewarded for the built-in redundancy with less restrictive correction and safety factors. For example, if bypass flows would be at least partially treated in another BMP, the risk of discharging untreated runoff in the event of clogging the primary facility is reduced. A bioretention facility that overflows to a landscaped area is another example. Compaction during construction – proper construction oversight is needed during construction to ensure that the bottoms of infiltration facility are not overly compacted. Facilities that do not commit to proper construction practices and oversight should have to use more restrictive correction and safety factors. TECHNICAL GUIDANCE DOCUMENT APPENDICES VII-33 May 19, 2011 Table VII.4: Design Related Considerations for Infiltration Facility Safety Factors Consideration High Concern Medium Concern Low Concern Tributary area size Greater than 10 acres. Greater than 2 acres but less than 10 acres. 2 acres or less. Level of pretreatment/ expected influent sediment loads Pretreatment from gross solids removal devices only, such as hydrodynamic separators, racks and screens AND tributary area includes landscaped areas, steep slopes, high traffic areas, or any other areas expected to produce high sediment, trash, or debris loads. Good pretreatment with BMPs that mitigate coarse sediments such as vegetated swales AND influent sediment loads from the tributary area are expected to be relatively low (e.g., low traffic, mild slopes, disconnected impervious areas, etc.). Excellent pretreatment with BMPs that mitigate fine sediments such as bioretention or media filtration OR sedimentation or facility only treats runoff from relatively clean surfaces, such as rooftops. Redundancy of treatment No redundancy in BMP treatment train. Medium redundancy, other BMPs available in treatment train to maintain at least 50% of function of facility in event of failure. High redundancy, multiple components capable of operating independently and in parallel, maintaining at least 90% of facility functionality in event of failure. Compaction during construction Construction of facility on a compacted site or elevated probability of unintended/ indirect compaction. Medium probability of unintended/ indirect compaction. Heavy equipment actively prohibited from infiltration areas during construction and low probability of unintended/ indirect compaction. TECHNICAL GUIDANCE DOCUMENT APPENDICES VII-34 May 19, 2011 VII.4.3. Determining Factor of Safety A factor of safety shall be used. To assist in selecting the appropriate design infiltration rate, the measured short term infiltration rate should be adjusted using a weighted average of several safety factors using the worksheet shown in Worksheet H below. The design infiltration rate would be determined as follows: 1. For each consideration shown in Table VII.3 and Table VII.4 above, determine whether the consideration is a high, medium, or low concern. 2. For all high concerns, assign a factor value of 3, for medium concerns, assign a factor value of 2, and for low concerns assign a factor value of 1. 3. Multiply each of the factors by the corresponding weight to get a product. 4. Sum the products within each factor category to obtain a safety factor for each. 5. Multiply the two safety factors together to get the final combined safety factor. If the combined safety factor is less than 2, then 2 shall be used as the safety factor. 6. Divide the measured short term infiltration rate by the combined safety factor to obtain the adjusted design infiltration rate for use in sizing the infiltration facility. The design infiltration rate shall be used to size BMPs and to evaluate their expected long term performance. This rate shall not be less than 2, but may be higher at the discretion of the design engineer. TECHNICAL GUIDANCE DOCUMENT APPENDICES VII-35 May 19, 2011 Worksheet H: Factor of Safety and Design Infiltration Rate and 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 Predominant soil texture 0.25 Site soil variability 0.25 Depth to groundwater / impervious layer 0.25 Suitability Assessment Safety Factor, SA = p B Design Tributary area size 0.25 Level of pretreatment/ expected sediment loads 0.25 Redundancy 0.25 Compaction during construction 0.25 Design Safety Factor, SB = p Combined Safety Factor, STOT= SA x SB Measured Infiltration Rate, inch/hr, KM (corrected for test-specific bias) Design Infiltration Rate, in/hr, KDESIGN = STOT × KM Supporting Data Briefly describe infiltration test and provide reference to test forms: Note: The minimum combined adjustment factor shall not be less than 2.0 and the maximum combined adjustment factor shall not exceed 9.0. TECHNICAL GUIDANCE DOCUMENT APPENDICES VII-36 May 19, 2011 VII.5. References ASTM D 3385-94, 2003. “Standard Test Method for Infiltration Rate of Soils Field Using Double- Ring Infiltrometer.” American Society for Testing Materials, Conshohocken, PA. 10 Jun, 2003. Caltrans, 2003. “Infiltration Basin Site Selection”. Study Volume I. California Department of Transportation. Report No. CTSW-RT-03-025. City of Portland, 2010. Appendix F.2: Infiltration Testing. Portland Stormwater Management Manual, Revised February 1, 2010. United States Department of the Interior, Bureau of Reclamation (USBR), 1990a, "Procedure for Performing Field Permeability Testing by the Well Permeameter Method (USBR 7300-89)," in Earth Manual, Part 2, A Water Resources Technical Publication, 3rd ed., Bureau of Reclamation, Denver, Colo. Attachment E Maintenance Agreement and Inspection Guidelines