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Appendix C - Water Quality Management Plan
Water Quality Management Plan For: 10622 Tamarind Avenue Industrial APNS: 0256-011-03, 0256-011-04 Prepared for: First Industrial Realty Trust 898 N. Pacific Coast Highway Blvd., Suite 175 El Segundo, CA 90245 (310) 414-5400 Prepared by: Huitt-Zollars, Inc. 90 E. Thousand Oaks Blvd., Suite 201 Thousand Oaks, CA 91360 (805) 418-1802 Submittal Date: 04/05/2022 Revision Date: Preliminary for Entitlements Complete Date:_____________________ Construction WQMP Complete Date:_____________________ Final WQMP Approved Date:_____________________ MCN No.:_____________________ WQMP No.: 22-000018 04/08/2022 05/05/2022 Water Quality Management Plan (WQMP) Owner’s Certification Project Owner’s Certification This Water Quality Management Plan (WQMP) has been prepared for First Industrial Realty Trust by Huitt-Zollars, Inc.. The WQMP is intended to comply with the requirements of the City of Fontana and the NPDES Areawide Stormwater Program requiring the preparation of a WQMP. The undersigned, while it owns the subject property, is responsible for the implementation of the provisions of this plan and will ensure that this plan is amended as appropriate to reflect up-to-date conditions on the site consistent with San Bernardino County’s Municipal Storm Water Management Program and the intent of the NPDES Permit for San Bernardino County and the incorporated cities of San Bernardino County within the Santa Ana Region. Once the undersigned transfers its interest in the property, its successors in interest and the city/county shall be notified of the transfer. The new owner will be informed of its responsibility under this WQMP. A copy of the approved WQMP shall be available on the subject site in perpetuity. “I certify under a penalty of law that the provisions (implementation, operation, maintenance, and funding) of the WQMP have been accepted and that the plan will be transferred to future successors.” Project Data Permit/Application Number(s): WQMP-22-000018 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): APNs: 0256-011-03, 0256-011-04 Owner’s Signature Owner Name: Michael Goodwin Title Director of Development Company First Industrial Realty Trust Address 898 N Pacific Coast Highway Blvd., Suite 175 El Segundo, CA 90245 Email mgoodwin2@firstindustrial.com Telephone # (310) 606-1634 Signature Date Water Quality Management Plan (WQMP) Contents Preparer’s Certification Project Data Permit/Application Number(s): WQMP-22-000018 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): APNs: 0256-011-03, 0256-011-04 “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: John Vlassis PE Stamp Below Title Project Manager Company Huitt-Zollars, Inc. Address 90 E Thousand Oaks Blvd., Suite 201 Thousand Oaks, CA 91360 Email jvlassis@Huitt-Zollars.com Telephone # (805) 418-1802 Signature Date 04/08/202205/05/2022 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: Manufacturers Specifications and Details Attachment C: Manufacturers Operation and Maintenance Attachment D: BMP Factsheets & Educational Materials Attachment E: Infiltration Report Attachment F: Worksheet H Attachment G: NOAA Atlas 14 Rainfall Data Attachment H: Memorandum of Agreement for WQMP and Storm Water BMP Transfer, Access, and Maintenance Water Quality Management Plan (WQMP) 1-1 Section 1 Discretionary Permit(s) Form 1-1 Project Information Project Name 10622 Tamarind Avenue Industrial Project Owner Contact Name: Michael Goodwin Mailing Address: 898 N Pacific Coast Highway Blvd., Suite 175, El Segundo, CA 90245 E-mail Address: mgoodwin2@firstindustrial.com Telephone: (310) 606-1634 Permit/Application Number(s): WQMP-22-000018 Tract/Parcel Map Number(s): APNs: 0256-011-03, 0256-011-04 Additional Information/ Comments: None Description of Project: Tamarind Avenue Industrial is a 4.16 acre industrial project located at 10622 Tamarind Avenue, City of Fontana, County of San Bernardino, California. The site lies to the west of Tamarind Avenue between Slover Avenue and Santa Ana Avenue. The proposed site will consist of one (1) new building, a surrounding parking lot and loading dock area (circulation/paved areas), and landscaping areas. The building consists of 3,000 sq-ft of office space, 60,900 sq-ft of warehouse space, a total of 87 parking spaces(78 regular parking spaces, 4 handicap parking spaces, and 5 trailer parking spaces), 21,548 sq-ft of landscaping and 92,602 sq-ft of circulation and paved areas. Existing condition: The project site is currently developed as two separate lots with a total of four (4) one-story block buildings across both sites and loose gravel/grass across the rest of the site. It is believed that there is no underground infiltration system and that runoff is directed on the surface of the site onto Tamarind Avenue through the eastern driveways. The site generally sloped from west to east. Proposed condition: The proposed site will include an underground infiltration system, located underneath the truck loading area located along the southern boundary of the proposed site. Catch basins will collect and pre-treat all surface-runoff and convey it to the on-site infiltration system to be infiltrated back into the ground beneath. All overflow will be directed to an existing 42” storm drain in a Private Drive that runs along the western boundary of the site. Provide summary of Conceptual WQMP conditions (if previously submitted and approved). Attach complete copy. 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): 181,050 S.F. 3 Number of Dwelling Units: 0 4 SIC Code: 4225 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: Responsibility for operation and maintenance activities is to be upheld by the owner. The owner of the property and its successors is responsible for implementation of the WQMP or BMPs for this project site. Owner contact information: Name: Michael Goodwin E-mail: mgoodwin2@firstindustrial.com Telephone: 310.606.1634 Mailing Address: 898 N Pacific Coast Highway Blvd. Suite 175 El Segundo, CA 90245 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 Including petroleum hydrocarbons Nutrients - Phosphorous E N Associated with landscape and irrigation maintenance Nutrients - Nitrogen E N Associated with landscape and irrigation maintenance Noxious Aquatic Plants E N Sediment E N Associated with landscape and irrigation maintenance Metals E N Associated with import and export of goods via loading docks, as well as connected parking lot for employees Oil and Grease E N Associated with import and export of goods via loading docks, as well as connected parking lot for employees Trash/Debris E N Associated with import and export of goods via loading docks, as well as connected parking lot for employees Pesticides / Herbicides E N Associated with landscape and irrigation maintenance Organic Compounds E N Associated with landscape and irrigation maintenance Other: E N Other: E N Other: E N Other: E N Other: E N Water Quality Management Plan (WQMP) 2-4 2.4 Water Quality Credits A water quality credit program is applicable for certain types of development projects if it is not feasible to meet the requirements for on-site LID. Proponents for eligible projects, as described below, can apply for water quality credits that would reduce project obligations for selecting and sizing other treatment BMP or participating in other alternative compliance programs. Refer to Section 6.2 in the TGD for WQMP to determine if water quality credits are applicable for the project. Form 2.4-1 Water Quality Credits 1 Project Types that Qualify for Water Quality Credits: Select all that apply Redevelopment projects that reduce the overall impervious footprint of the project site. [Credit = % impervious reduced] Higher density development projects Vertical density [20%] 7 units/ acre [5%] Mixed use development, (combination of residential, commercial, industrial, office, institutional, or other land uses which incorporate design principles that demonstrate environmental benefits not realized through single use projects) [20%] Brownfield redevelopment (redevelop real property complicated by presence or potential of hazardous contaminants) [25%] Redevelopment projects in established historic district, historic preservation area, or similar significant core city center areas [10%] Transit-oriented developments (mixed use residential or commercial area designed to maximize access to public transportation) [20%] In-fill projects (conversion of empty lots & other underused spaces < 5 acres, substantially surrounded by urban land uses, into more beneficially used spaces, such as residential or commercial areas) [10%] Live-Work developments (variety of developments designed to support residential and vocational needs) [20%] 2 Total Credit % 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) 3-1 Section 3 Site and Watershed Description Describe the project site conditions that will facilitate the selection of BMP through an analysis of the physical conditions and limitations of the site and its receiving waters. Identify distinct drainage areas (DA) that collect flow from a portion of the site and describe how runoff from each DA (and sub-watershed DMAs) is conveyed to the site outlet(s). Refer to Section 3.2 in the TGD for WQMP. The form below is provided as an example. Then complete Forms 3.2 and 3.3 for each DA on the project site. If the project has more than one drainage area for stormwater management, then complete additional versions of these forms for each DA / outlet. Form 3-1 Site Location and Hydrologic Features Site coordinates take GPS measurement at approximate center of site Latitude 34° 3' 38.76" N Longitude 117° 25' 25.12" W Thomas Bros Map page 1 San Bernardino County climatic region: Valley Mountain 2 Does the site have more than one drainage area (DA): Yes No If no, proceed to Form 3-2. If yes, then use this form to show a conceptual schematic describing DMAs and hydrologic feature connecting DMAs to the site outlet(s). An example is provided below that can be modified for proposed project or a drawing clearly showing DMA and flow routing may be attached Example only – modify for project specific WQMP using additional form Conveyance Briefly describe on-site drainage features to convey runoff that is not retained within a DMA Water Quality Management Plan (WQMP) 3-2 Form 3-2 Existing Hydrologic Characteristics for Drainage Area 1 For Drainage Area 1’s sub-watershed DMA, provide the following characteristics DMA A DMA B DMA C DMA D 1 DMA drainage area (ft2) 126,806 4,993 8,000 41,251 2 Existing site impervious area (ft2) 126,806 0 8,000 0 3 Antecedent moisture condition For desert areas, use http://www.sbcounty.gov/dpw/floodcontrol/pdf/2 0100412_map.pdf Type 2 Type 2 Type 2 Type 2 4 Hydrologic soil group Refer to Watershed Mapping Tool – http://permitrack.sbcounty.gov/wap/ A A A A 5 Longest flowpath length (ft) 670 130 106 600 6 Longest flowpath slope (ft/ft) 1.5% 1.0% 1.0% 1.0% 7 Current land cover type(s) Select from Fig C-3 of Hydrology Manual Pavement Grass Roof Eroded and Graded Land 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 N/A Fair N/A Poor Water Quality Management Plan (WQMP) 3-3 Form 3-3 Watershed Description for Drainage Area Receiving waters Refer to Watershed Mapping Tool - http://permitrack.sbcounty.gov/wap/ See ‘Drainage Facilities” link at this website Tamarind Ave Santa Ana Ave 54” Storm Drain (Santa Ana Ave) Declez Channel Declez Basin Santa Ana Reach 5 Santa Ana Reach 4 Santa Ana Reach 3 Prado Control Basin Santa Ana Reach 2 Santa Ana Reach 1 Pacific Ocean Applicable TMDLs Refer to Local Implementation Plan Santa Ana River Reach 3: Pathogens, Nitrate Prado Dam (Prado Park Lake): Pathogens 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: Indicator Bacteria Santa Ana Reach 3: Copper, Lead, Pathogens Santa Ana Reach 4: 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/ Declez Channel 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 (see Appendix ___ for map of HCOC Exempt Areas) 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; · Fueling areas, air/water supply areas, maintenance bays, vehicle washing areas, outdoor material storage areas, outdoor work areas, outdoor processing areas, and 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 storm drain 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 Attachment D Water Quality Management Plan (WQMP) 4-3 Form 4.1-1 Non-Structural Source Control BMPs N5 Title 22 CCR Compliance (How development will comply) Industrial purposed warehouse does not apply to the Title 22 CCR (California Code of Regulations). CCR licensing in child care, residential and family child care. N6 Local Water Quality Ordinances Per City of Fontana Municipal Code Compliance, Sec. 30-526 – Infrastructure, water quality management plan (WQMP) assembled using the criteria from the San Bernardino County Flood Control District 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 regulations. 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 and Attachment B for BMP fact sheets. N12 Employee Training The following shall be provided to the tenant by the owner; 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 educational 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 trucks 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. Water Quality Management Plan (WQMP) 4-5 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. 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, not a public agency. N17 Comply with all other applicable NPDES permits General construction permit and grading plan permit. 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 fading 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) All trash container areas shall meet the following requirements: - Paved with an impervious surface - Designed not to allow run-off from adjoining areas - Designed to divert drainage from adjoining roofs and pavements around the area - Screened or walled to prevent off-site transport of trash - Provide solid roof or awning to prevent exposure to direct precipitation See the WQMP site map in Attachment A for the 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) All irrigation systems and landscape design, water conservation, smart controllers and source control will be shown on the landscape plan. The planned source controls will include design with efficient flow reducers and shutoff valves triggered by a pressure drop control in the event of broken sprinkler heads. The plan will be designed using the latest County water conservation resolutions and landscape guidelines. Drought tolerant plants are included in the landscape design and shall be installed to match native vegetation for San Bernardino County climate. Water Quality Management Plan (WQMP) 4-7 S5 Finish grade of landscaped areas at a minimum of 1-2 inches below top of curb, sidewalk, or pavement The design shall incorporate that finish grade of landscaped 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) There are no major slopes or channels on or near site. 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 proposed for this site. S9 Vehicle wash areas with spill containment plans (CASQA New Development BMP Handbook SD-33) No vehicle wash areas are proposed for this site. S10 Covered outdoor processing areas (CASQA New Development BMP Handbook SD-36) No outdoor processing areas are proposed 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 washing areas are proposed for this site. S12 Fueling areas (CASQA New Development BMP Handbook SD-30) No fueling areas are proposed for this site. S13 Hillside landscaping (CASQA New Development BMP Handbook SD-10) No hillside landscaping are proposed for this site. S14 Wash water control for food preparation areas No food preparation areas are proposed for this site. Water Quality Management Plan (WQMP) 4-8 S15 Community car wash racks (CASQA New Development BMP Handbook SD-33) No community car wash areas are proposed for this site. Water Quality Management Plan (WQMP) 4-9 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: Approximately 26% of the project is landscaped/undeveloped areas. All the impervious areas will drain into landscaped areas or into the proprietary underground infiltration trench. The underground infiltration system is sized to meet the BMP requirements. Maximize natural infiltration capacity: Yes No Explanation: All on-site runoff will be directed to an underground infiltration system to maximize infiltration and promote groundwater recharge. Preserve existing drainage patterns and time of concentration: Yes No Explanation: Existing drainage patterns appear to direct all surface runoff onto Tamarind Avenue through the eastern driveways. Proposed drainage pattern will provide conveyance of all impervious surface runoff into filtered catch basins, which direct carry runoff to the proposed on-site underground infiltration system to be infiltrated into the ground beneath. All overflow will be directed to an existing 42” storm drain in a Private Drive that runs along the western boundary of the site. Disconnect impervious areas: Yes No Explanation: All impervious areas will be directed to the on-site proprietary underground infiltration system. Protect existing vegetation and sensitive areas: Yes No Explanation: There are no environmentally sensitive areas on site. All existing vegetation will be replaced with new proposed landscape that includes drought tolerant vegetation. Re-vegetate disturbed areas: Yes No Explanation: Disturbed land that is not part of the building and surrounding parking lot will be re-vegetated, see landscaped areas on WQMP site map in Attachment A. Minimize unnecessary compaction in stormwater retention/infiltration basin/trench areas: Yes No Explanation: No compaction will be performed within the area where the proprietary underground infiltration CMP and trench is proposed. Utilize vegetated drainage swales in place of underground piping or imperviously lined swales: Yes No Explanation: The proposed site has runoff directed to area drain which are conveyed through storm pipes to the underground infiltration CMP and trench. Stake off areas that will be used for landscaping to minimize compaction during construction : Yes No Explanation: No compaction will be performed within the area where landscaped areas are proposed, said areas will be staked off during construction. 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) 4-10 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): 181,050 2 Imperviousness after applying preventative site design practices (Imp%): 87% 3 Runoff Coefficient (Rc): 0.692 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): 0.528 http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html 5 Compute P6, Mean 6-hr Precipitation (inches): 0.782 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): 16,027 DCV = 1/12 * [Item 1* Item 3 *Item 5 * C2], where C2 is a function of drawdown rate (24-hr = 1.582; 48-hr = 1.963) Compute separate DCV for each outlet from the project site per schematic drawn in Form 3-1 Item 2 Water Quality Management Plan (WQMP) 4-11 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 Water Quality Management Plan (WQMP) 4-12 Form 4.2-3 HCOC Assessment for Runoff Volume (DA 1) Weighted Curve Number Determination for: Pre-developed DA DMA A DMA B DMA C DMA D DMA E DMA F DMA G DMA H 1a Land Cover type 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 Project Location Water Quality Management Plan (WQMP) 4-13 Form 4.2-4 HCOC Assessment for Time of Concentration (DA 1) Compute time of concentration for pre and post developed conditions for each DA (For projects using the Hydrology Manual complete the form below) Variables Pre-developed DA1 Use additional forms if there are more than 4 DMA Post-developed DA1 Use additional forms if there are more than 4 DMA DMA A DMA B DMA C DMA D DMA A DMA B DMA C DMA D 1 Length of flowpath (ft) Use Form 3-2 Item 5 for pre-developed condition 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) 4-14 Form 4.2-5 HCOC Assessment for Peak Runoff (DA 1) Compute peak runoff for pre- and post-developed conditions Variables Pre-developed DA to Project Outlet (Use additional forms if more than 3 DMA) Post-developed DA to Project Outlet (Use additional forms if more than 3 DMA) DMA A DMA B DMA C DMA A DMA B DMA C 1 Rainfall Intensity for storm duration equal to time of concentration Ipeak = 10^(LOG Form 4.2-1 Item 4 - 0.6 LOG Form 4.2-4 Item 5 /60) 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) 4-15 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) 4-16 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) 4-17 4.3.1 Site Design Hydrologic Source Control BMP Section XI.E. of the Permit emphasizes the use of LID preventative measures; and the use of LID HSC BMPs reduces the portion of the DCV that must be addressed in downstream BMPs. Therefore, all applicable HSC shall be provided except where they are mutually exclusive with each other, or with other BMPs. Mutual exclusivity may result from overlapping BMP footprints such that either would be potentially feasible by itself, but both could not be implemented. Please note that while there are no numeric standards regarding the use of HSC, if a project cannot feasibly meet BMP sizing requirements or cannot fully address HCOCs, feasibility of all applicable HSC must be part of demonstrating that the BMP system has been designed to retain the maximum feasible portion of the DCV. Complete Form 4.3-2 to identify and calculate estimated retention volume from implementing site design HSC BMP. Refer to Section 5.4.1 in the TGD for more detailed guidance. Form 4.3-2 Site Design Hydrologic Source Control BMPs (DA 1) 1 Implementation of Impervious Area Dispersion BMP (i.e. routing runoff from impervious to pervious areas), excluding impervious areas planned for routing to on-lot infiltration BMP: Yes No If yes, complete Items 2-5; If no, proceed to Item 6 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 2 Total impervious area draining to pervious area (ft2) 3 Ratio of pervious area receiving runoff to impervious area 4 Retention volume achieved from impervious area dispersion (ft3) V = Item2 * Item 3 * (0.5/12), assuming retention of 0.5 inches of runoff 5 Sum of retention volume achieved from impervious area dispersion (ft3): Vretention =Sum of Item 4 for all BMPs 6 Implementation of Localized On-lot Infiltration BMPs (e.g. on-lot rain gardens): Yes No If yes, complete Items 7- 13 for aggregate of all on-lot infiltration BMP in each DA; If no, proceed to Item 14 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 7 Ponding surface area (ft2) 8 Ponding depth (ft) 9 Surface area of amended soil/gravel (ft2) 10 Average depth of amended soil/gravel (ft) 11 Average porosity of amended soil/gravel 12 Retention volume achieved from on-lot infiltration (ft3) Vretention = (Item 7 *Item 8) + (Item 9 * Item 10 * Item 11) 13 Runoff volume retention from on-lot infiltration (ft3): 0 Vretention =Sum of Item 12 for all BMPs Water Quality Management Plan (WQMP) 4-18 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) 4-19 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) 4-20 Form 4.3-3 Infiltration LID BMP - including underground BMPs (DA 1) 1 Remaining LID DCV not met by site design HSC BMP (ft3): 16,027 Vunmet = Form 4.2-1 Item 7 - Form 4.3-2 Item 30 BMP Type Use columns to the right to compute runoff volume retention from proposed infiltration BMP (select BMP from Table 5-4 in TGD for WQMP) - Use additional forms for more BMPs DA 1 DMA - BMP Type Underground Infiltration Trench and CMP DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 2 Infiltration rate of underlying soils (in/hr) See Section 5.4.2 and Appendix D of the TGD for WQMP for minimum requirements for assessment methods 2.0 in/hr - - 3 Infiltration safety factor See TGD Section 5.4.2 and Appendix D 2.0 - - 4 Design percolation rate (in/hr) Pdesign = Item 2 / Item 3 1.0 in/hr - - 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 N/A - - 7 Ponding Depth (ft) dBMP = Minimum of (1/12*Item 4*Item 5) or Item 6 N/A - - 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 4,144 - - 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 8.0 - - 12 Gravel porosity 0.4 - - 13 Duration of storm as basin is filling (hrs) Typical ~ 3hrs 3 hrs - - 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 16,332 - - 16 Total Retention Volume from LID Infiltration BMPs: 16,332 (Sum of Items 14 and 15 for all infiltration BMP included in plan) 17 Fraction of DCV achieved with infiltration BMP: 100% Retention% = Item 16 / Form 4.2-1 Item 7 18 Is full LID DCV retained onsite with combination of hydrologic source control and LID retention/infiltration BMPs? Yes No If yes, demonstrate conformance using Form 4.3-10; If no, then reduce Item 3, Factor of Safety to 2.0 and increase Item 8, Infiltrating Surface Area, such that the portion of the site area used for retention and infiltration BMPs equals or exceeds the minimum effective area thresholds (Table 5-7 of the TGD for WQMP) for the applicable category of development and repeat all above calculations. 2.25 0.89 in/hr 4,508 ft2 16,209 16,209 Water Quality Management Plan (WQMP) 4-21 4.3.3 Harvest and Use BMP Harvest and use BMP may be considered if the full LID DCV cannot be met by maximizing infiltration BMPs. Use Form 4.3-4 to compute on-site retention of runoff from proposed harvest and use BMPs. Volume retention estimates for harvest and use BMPs are sensitive to the on-site demand for captured stormwater. Since irrigation water demand is low in the wet season, when most rainfall events occur in San Bernardino County, the volume of water that can be used within a specified drawdown period is relatively low. The bottom portion of Form 4.3-4 facilitates the necessary computations to show infeasibility if a minimum incremental benefit of 40 percent of the LID DCV would not be achievable with MEP implementation of on-site harvest and use of stormwater (Section 5.5.4 of the TGD for WQMP). Form 4.3-4 Harvest and Use BMPs (DA 1) 1 Remaining LID DCV not met by site design HSC or infiltration BMP (ft3): 0 Vunmet = Form 4.2-1 Item 7 - Form 4.3-2 Item 30 – Form 4.3-3 Item 16 BMP Type(s) Compute runoff volume retention from proposed harvest and use BMP (Select BMPs from Table 5-4 of the TGD for WQMP) - Use additional forms for more BMPs DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 2 Describe cistern or runoff detention facility N/A N/A N/A 3 Storage volume for proposed detention type (ft3) Volume of cistern N/A N/A N/A 4 Landscaped area planned for use of harvested stormwater (ft2) N/A N/A N/A 5 Average wet season daily irrigation demand (in/day) Use local values, typical ~ 0.1 in/day N/A N/A N/A 6 Daily water demand (ft3/day) Item 4 * (Item 5 / 12) N/A N/A N/A 7 Drawdown time (hrs) Copy Item 6 from Form 4.2-1 N/A N/A N/A 8Retention Volume (ft3) Vretention = Minimum of (Item 3) or (Item 6 * (Item 7 / 24)) N/A N/A N/A 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) 4-22 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) 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. N/A 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): N/A 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): N/A Item 1 – Item 3 5 Remaining fraction of LID DCV for sizing flow based biotreatment BMP: N/A% Item 4 / Item 1 6 Flow-based biotreatment BMP capacity provided (cfs): N/A 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) 4-23 Form 4.3-6 Volume Based Biotreatment (DA 1) – Bioretention and Planter Boxes with Underdrains Biotreatment BMP Type (Bioretention w/underdrain, planter box w/underdrain, other comparable BMP) DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 1 Pollutants addressed with BMP List all pollutant of concern that will be effectively reduced through specific Unit Operations and Processes described in Table 5-5 of the TGD for WQMP N/A N/A N/A 2 Amended soil infiltration rate Typical ~ 5.0 N/A N/A N/A 3 Amended soil infiltration safety factor Typical ~ 2.0 N/A N/A N/A 4 Amended soil design percolation rate (in/hr) Pdesign = Item 2 / Item 3 N/A N/A N/A 5 Ponded water drawdown time (hr) Copy Item 6 from Form 4.2-1 N/A N/A N/A 6 Maximum ponding depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details N/A N/A N/A 7 Ponding Depth (ft) dBMP = Minimum of (1/12 * Item 4 * Item 5) or Item 6 N/A N/A N/A 8 Amended soil surface area (ft2) N/A N/A N/A 9 Amended soil depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details N/A N/A N/A 10 Amended soil porosity, n N/A N/A N/A 11 Gravel depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details N/A N/A N/A 12 Gravel porosity, n N/A N/A N/A 13 Duration of storm as basin is filling (hrs) Typical ~ 3hrs N/A N/A N/A 14 Biotreated Volume (ft3) Vbiotreated = Item 8 * [(Item 7/2) + (Item 9 * Item 10) +(Item 11 * Item 12) + (Item 13 * (Item 4 / 12))] N/A N/A N/A 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) 4-24 Form 4.3-7 Volume Based Biotreatment (DA 1) – Constructed Wetlands and Extended Detention Biotreatment BMP Type Constructed wetlands, extended wet detention, extended dry detention, or other comparable proprietary BMP. If BMP includes multiple modules (e.g. forebay and main basin), provide separate estimates for storage and pollutants treated in each module. DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) Forebay Basin Forebay Basin 1 Pollutants addressed with BMP forebay and basin List all pollutant of concern that will be effectively reduced through specific Unit Operations and Processes described in Table 5-5 of the TGD for WQMP N/A N/A N/A N/A 2 Bottom width (ft) N/A N/A N/A N/A 3 Bottom length (ft) N/A N/A N/A N/A 4 Bottom area (ft2) Abottom = Item 2 * Item 3 N/A N/A N/A N/A 5 Side slope (ft/ft) N/A N/A N/A N/A 6 Depth of storage (ft) N/A N/A N/A N/A 7 Water surface area (ft2) Asurface =(Item 2 + (2 * Item 5 * Item 6)) * (Item 3 + (2 * Item 5 * Item 6)) N/A N/A N/A N/A 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] N/A N/A N/A N/A 9 Drawdown Time (hrs) Copy Item 6 from Form 2.1 N/A N/A 10 Outflow rate (cfs) QBMP = (Item 8forebay + Item 8basin) / (Item 9 * 3600) N/A N/A 11 Duration of design storm event (hrs) N/A N/A 12 Biotreated Volume (ft3) Vbiotreated = (Item 8forebay + Item 8basin) +( Item 10 * Item 11 * 3600) N/A N/A 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) 4-25 Form 4.3-8 Flow Based Biotreatment (DA 1) Biotreatment BMP Type Vegetated swale, vegetated filter strip, or other comparable proprietary BMP DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 1 Pollutants addressed with BMP List all pollutant of concern that will be effectively reduced through specific Unit Operations and Processes described in TGD Table 5-5 N/A N/A N/A 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 N/A N/A N/A 3 Bed slope (ft/ft) BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details N/A N/A N/A 4 Manning's roughness coefficient N/A N/A N/A 5 Bottom width (ft) bw = (Form 4.3-5 Item 6 * Item 4) / (1.49 * Item 2^1.67 * Item 3^0.5) N/A N/A N/A 6 Side Slope (ft/ft) BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details N/A N/A N/A 7 Cross sectional area (ft2) A = (Item 5 * Item 2) + (Item 6 * Item 2^2) N/A N/A N/A 8 Water quality flow velocity (ft/sec) V = Form 4.3-5 Item 6 / Item 7 N/A N/A N/A 9 Hydraulic residence time (min) Pollutant specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details N/A N/A N/A 10 Length of flow based BMP (ft) L = Item 8 * Item 9 * 60 N/A N/A N/A 11 Water surface area at water quality flow depth (ft2) SAtop = (Item 5 + (2 * Item 2 * Item 6)) * Item 10 N/A N/A N/A Water Quality Management Plan (WQMP) 4-26 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): 16,332 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): 16,332 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) 4-27 4.3.6 Hydromodification Control BMP Use Form 4.3-10 to compute the remaining runoff volume retention, after LID BMP are implemented, needed to address HCOC, and the increase in time of concentration and decrease in peak runoff necessary to meet targets for protection of waterbodies with a potential HCOC. Describe hydromodification control BMP that address HCOC, which may include off-site BMP and/or in-stream controls. Section 5.6 of the TGD for WQMP provides additional details on selection and evaluation of hydromodification control BMP. Form 4.3-10 Hydromodification Control BMPs (DA 1) 1 Volume reduction needed for HCOC performance criteria (ft3): 0 (Form 4.2-2 Item 4 * 0.95) – Form 4.2-2 Item 1 2 On-site retention with site design hydrologic source control, infiltration, and harvest and use LID BMP (ft3): 0 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) 4-28 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 Underground Infiltration System Owner - Inspect/Maintain Underground Infiltration Systems - Isolator Row for collected trash, sediments and/or debris. 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, pumped, 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. Loading Dock and Parking Lot Sweeping Owner Sweep loading dock and parking lot and truck courts. Monthly / As Needed 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 Planting Owner Inspect health of planting and erosion of landscape area. Trimming trees and bushes when needed. Monthly Efficient Irrigation Owner -Inspect irrigation system general operation and durations. - Repair damaged sprinkler and drip irrigation lines as needed. Monthly Water Quality Management Plan (WQMP) 5-2 -Reduce durations during the winter season to prevent over irrigation. Storm Drain System Signage Owner Inspect catch basin signage for faded or lost signs / repair or replace as needed. Annually Trash Storage Areas and Litter Control Owner Inspect trash container, lids, screens and clean storage areas. Weekly 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 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 NOT A PARTNOT A PARTCB #1DA 1DCVREQ = 16,100 CFDCVPROV = 16,322 CFCB #2CB #31084.50 FF1084.00 PADKnow what'sbelow.Callbefore you dig.Know what'sbelow.Callbefore you dig.Know what'sbelow.Callbefore you dig.Know what'sbelow.Callbefore you dig.Know what'sbelow.Callbefore you dig.Know what'sbelow.Callbefore you dig.Know what'sbelow.Callbefore you dig.Know what'sbelow.Callbefore you dig.898 N. PACIFIC COAST HIGHWAY, SUITE 175EL SEGUNDO, CA 90245PHONE (310) 414-5400LEGENDDRAINAGE BOUNDARYPROPERTY BOUNDARYFLOW DIRECTION ARROWCATCH BASINSTORM DRAINCBWQMP BMP NOTES:INSTALL CONTECH UNDERGROUND 60" CMP INFILTRATION SYSTEM, SEE DETAIL ON SHEET TWOINSTALL BIOCLEAN GRATE INLET FILTER, SEE DETAIL ON HEREONWQMP MANAGEMENT Know what'sbelow.Callbefore you dig.Know what'sbelow.Callbefore you dig.Know what'sbelow.Callbefore you dig.Know what'sbelow.Callbefore you dig.Know what'sbelow.Callbefore you dig.Know what'sbelow.Callbefore you dig.Know what'sbelow.Callbefore you dig.Know what'sbelow.Callbefore you dig.898 N. PACIFIC COAST HIGHWAY, SUITE 175EL SEGUNDO, CA 90245PHONE (310) 414-5400GRATE INLET FILTER Know what'sbelow.Callbefore you dig.Know what'sbelow.Callbefore you dig.Know what'sbelow.Callbefore you dig.Know what'sbelow.Callbefore you dig.Know what'sbelow.Callbefore you dig.Know what'sbelow.Callbefore you dig.Know what'sbelow.Callbefore you dig.Know what'sbelow.Callbefore you dig.898 N. PACIFIC COAST HIGHWAY, SUITE 175EL SEGUNDO, CA 90245PHONE (310) 414-5400 Attachment B Manufacturers Specifications and Details 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 Table 2 — FHWA Abrasion Guidelines Abrasion Abrasion Bed Load Flow Velocity Level Condition (fps) 1 Non- Abrasive None Minimal 2 Low Abrasion Minor < 5 3 Moderate Abrasion Moderate 5 - 15 4 Severe Abrasion Heavy > 15“Interim Direct Guidelines on Drainage Pipe Alternative Selection.” FHWA, 2005.Table 1 — Recommended Environments Material Type Soil* and Water pH Resistivity (ohm-cm) 3 4 5 6 7 8 9 10 11 12 Minimum Maximum Galvanized Steel* 2000 8000Aluminized Steel Type 2 1500 N/APolymer Coated 250 N/AAluminum Alloy 500 N/A*Appropriate pH range for Galvanized Steel is 6.0 to 10 CMP (1/2” & 1” deep corrugations, ULTRA FLO 3 & Smooth Cor 2,3) Minimum gage required to meet design service life, assuming that structural design has been met. Galvanized (2 oz.) 16 12 10 84 14 10 8 N/A 145 105 85 N/A Galvanized and Asphalt Coated 16 14 10 8 14 12 8 N/A 145 125 85 N/A Galv., Asphalt Coated and Paved Invert 16 16 14 10 16 14 12 8 14 12 10 N/A Aluminized Type 2 16 16 16 14 14 14 14 12 146 146 146 126 Polymer Coated 16 16 168 169 16 16 168 169 147 147 147,8 147,9 Aluminum Alloy 16 16 16 16 14 14 14 14 145 145 145 145 Rural Minor Major Urban Rural Minor Major Urban Rural Minor Major Urban 25 50 75 100 25 50 75 100 25 50 75 100 Table 3 — Drainage Product Usage Guide1ApplicationRoadway ClassificationDesign Service LifeAbrasion LevelAbrasion Level 1 & 2Abrasion Level 4Abrasion Level 3Culverts, Storm Drain, Cross Drain, Median Drain, Side Drain1. Based on Table 1 - Recommended Environments.2. SmoothCor™ Steel Pipe combines a corrugated steel exterior shell with a hydraulically smooth interior liner. 3. Service life estimates for ULTRA FLO® and SmoothCor Pipe assume a storm sewer application. Storm sewers rarely achieve abrasion levels 3 or 4. For applications other than storm sewers or abrasion conditions above Abrasion Level 2, please contact your Contech Sales Representative for gage and coating recommendations.4. Design service life for 8 gage galvanized is 97 years.5. Invert protection to consist of velocity reduction structures.6. Asphalt coated and paved invert or velocity reduction structures are needed.7. Requires a field applied concrete paved invert with minimum thickness 1” above corrugation crests.8. 75 year service life for polymer coated is based on a pH range of 4-9 and resistivity greater than 750 ohm-cm.9. 100 year service life for polymer coated is based on a pH range of 5-9 and resistivity greater than 1500 ohm-cm. 5 Table 4 - Product Dimensions Drainage Product Common Uses Size Limits*Manning’s “n” ValueMinimumMaximum Round PipeCorrugated 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 Pipe-ArchCorrugated 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 Pipe & Pipe-ArchTable 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 Manufacturers Operation and Maintenance Contech® CMP Detention & Infiltration Maintenance Guide ENGINEERED SOLUTIONS CMP DETENTION SYSTEMS 2 Contech® CMP Detention Underground stormwater detention/infiltration and retention systems must be properly inspected and maintained at regular intervals for purposes of performance and longevity. Inspection Inspection is the key to effective maintenance and is easily performed. Contech recommends ongoing quarterly inspections. The rate at which the system collects pollutants will depend more heavily on site specific activities rather than the size or configuration of the system. Inspections should be performed more often in equipment washdown areas, in climates where sanding and/or salting operations take place, and in various other instances in which higher accumulations of sediment or abrasive / corrosive conditions may exist. Inspection and maintenance records should be maintained for the life of the system. Maintenance Systems should be cleaned when inspection reveals that accumulated sediment or trash is clogging the discharge orifice. Accumulated sediment and trash can typically be evacuated through the manhole over the outlet orifice. If maintenance is not performed as recommended, sediment and trash may accumulate in front of the outlet orifice. Manhole covers should be securely seated following cleaning activities. Contech suggests that all systems be designed with an access/inspection manhole situated at or near the inlet and the outlet orifice. Should it be necessary to get inside the system to perform maintenance activities, all appropriate precautions regarding confined space entry and OSHA regulations should be followed. If inspectors observe any salt or other corrosive substance concentrations or accumulations in the system, or if salt or other corrosive substance is used or prevalent near the system, it is recommended to rinse the system above the spring line annually between late spring and early summer as part of the maintenance program. This maintenance is required for infiltration systems. Excessive salting should be avoided and pavement should be sealed to reduce salt infiltration from the surface. Maintaining an underground detention or retention system is easiest when there is no flow entering the system. For this reason, it is a good idea to schedule the cleanout during dry weather. The foregoing inspection and maintenance efforts help ensure underground pipe systems used for stormwater storage continue to function as intended by identifying recommended regular inspection and maintenance practices. Inspection and maintenance related to the structural integrity of the pipe or the soundness of pipe joint connections is beyond the scope of this guide. 3 Inspection & Maintenance Log Sample Template __________” Diameter System Location: Anywhere, USA Date Depth of Sediment Accumulated Trash Maintenance Performed Maintenance Personnel Comments 12/01/10 2”None Removed Sediment B. Johnson Installed 03/01/11 1”Some Removed Sediment and Trash B. Johnson Swept parking lot 06/01/11 0”None None 09/01/11 0”Heavy Removed Trash S. Riley 12/01/11 1”None Removed Sediment S. Riley 04/01/12 0”None None S. Riley 04/15/01 2 Some Removed Sediment and Trash ACE Environmental Services SAMPL E Support Drawings and specifications are available at www.ContechES.com. Site-specific support is available from our engineers. ©2016 Contech Engineered Solutions LLC Contech Engineered Solutions LLC provides site solutions for the civil engineering industry. Contech’s portfolio includes bridges, drainage, sanitary sewer, stormwater, earth stabilization and wastewater treatment products. For information, visit www.ContechES.com or call 800.338.1122. NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY. APPLICATIONS SUGGESTED HEREIN ARE DESCRIBED ONLY TO HELP READERS MAKE THEIR OWN EVALUATIONS AND DECISIONS, AND ARE NEITHER GUARANTEES NOR WARRANTIES OF SUITABILITY FOR ANY APPLICATION. CONTECH MAKES NO WARRANTY WHATSOEVER, EXPRESS OR IMPLIED, RELATED TO THE APPLICATIONS, MATERIALS, COATINGS, OR PRODUCTS DISCUSSED HEREIN. ALL IMPLIED WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED WARRANTIES OF FITNESS FOR ANY PARTICULAR PURPOSE ARE DISCLAIMED BY CONTECH. SEE CONTECH’S CONDITIONS OF SALE (AVAILABLE AT WWW.CONTECHES.COM/COS) FOR MORE INFORMATION. The product(s) described may be protected by one or more of the following US patents: 5,322,629; 5,624,576; 5,707,527; 5,759,415; 5,788,848; 5,985,157; 6,027,639; 6,350,374; 6,406,218; 6,641,720; 6,511,595; 6,649,048; 6,991,114; 6,998,038; 7,186,058; 7,296,692; 7,297,266; related foreign patents or other patents pending. 800.338.1122 www.ContechES.com ENGINEERED SOLUTIONS CMP DETENTION SYSTEMS CMP Maintenance Guide PDF 6/16 OPERATION & MAINTENANCE Bio Clean Environmental Services, Inc. 398 Via El Centro Oceanside, CA 92058 www.BioCleanEnvironmental.com p: 760.433.7640 f: 760.433.3176 Grate Inlet Filter 1 | Page OPERATION & MAINTENANCE The Bio Clean Grate Inlet Filter is a stormwater device designed to remove high levels of trash, debris, sediments and hydrocarbons. The filter is available in several configurations including trash full capture, multi‐level screening, Kraken membrane filter and media filter variations. This manual covers maintenance procedures of the trash full capture and multi‐level screening configurations. A supplemental manual is available for the Kraken and media filter variations. This filter is made of 100% stainless steel and is available and various sizes and depths allowing it to fit in any grated catch basin inlet. The filters heavy duty construction allows for cleaning with any vacuum truck. The filet can also easily be cleaned by hand. As with all stormwater BMPs, inspection and maintenance on the Grate Inlet Filter is necessary. Stormwater regulations require BMPs be inspected and maintained to ensure they are operating as designed to allow for effective pollutant removal and provide protection to receiving water bodies. It is recommended that inspections be performed multiple times during the first year to assess site‐ specific loading conditions. This is recommended because pollutant loading can vary greatly from site to site. Variables such as nearby soil erosion or construction sites, winter sanding of roads, amount of daily traffic and land use can increase pollutant loading on the system. The first year of inspections can be used to set inspection and maintenance intervals for subsequent years. Without appropriate maintenance a BMP can exceed its storage capacity which can negatively affect its continued performance in removing and retaining captured pollutants. System Diagram: 2 | Page Inspection Equipment Following is a list of equipment to allow for simple and effective inspection of the Grate Inlet Filter: Bio Clean Environmental Inspection Form (contained within this manual). Manhole hook or appropriate tools to remove access hatches and covers. Appropriate traffic control signage and procedures. Protective clothing and eye protection. Note: entering a confined space requires appropriate safety and certification. It is generally not required for routine inspections or maintenance of the system. Inspection Steps The core to any successful stormwater BMP maintenance program is routine inspections. The inspection steps required on the Grate Inlet Filter are quick and easy. As mentioned above the first year should be seen as the maintenance interval establishment phase. During the first year more frequent inspections should occur in order to gather loading data and maintenance requirements for that specific site. This information can be used to establish a base for long‐term inspection and maintenance interval requirements. The Grate Inlet Filter can be inspected though visual observation. All necessary pre‐inspection steps must be carried out before inspection occurs, such as safety measures to protect the inspector and nearby pedestrians from any dangers associated with an open grated inlet. Once the grate has been safely removed the inspection process can proceed: Prepare the inspection form by writing in the necessary information including project name, location, date & time, unit number and other info (see inspection form). Observe the filter with the grate removed. Look for any out of the ordinary obstructions on the grate or in the filter and its bypass. Write down any observations on the inspection form. Through observation and/or digital photographs estimate the amount of trash, foliage and sediment accumulated inside the filter basket. Record this information on the inspection form. Observe the condition and color of the hydrocarbon boom. Record this information on the inspection form. Finalize inspection report for analysis by the maintenance manager to determine if maintenance is required. 3 | Page Maintenance Indicators Based upon observations made during inspection, maintenance of the system may be required based on the following indicators: Missing or damaged internal components. Obstructions in the filter basket and its bypass. Excessive accumulation of trash, foliage and sediment in the filter basket. Maintenance is required when the basket is greater than half‐full. The following chart shows the 50% and 100% storage capacity of each filter height: Model Filter Basket Diameter (in) Filter Basket Height (in) 50% Storage Capacity (cu ft) 100% Storage Capacity (cu ft) BC‐GRATE‐12‐12‐12 10.00 12.00 0.27 0.55 BC‐GRATE‐18‐18‐18 16.00 18.00 1.05 2.09 BC‐GRATE‐24‐24‐24 21.00 24.00 2.41 4.81 BC‐GRATE‐30‐30‐24 27.00 24.00 3.98 7.95 BC‐GRATE‐36‐36‐24 33.00 24.00 5.94 11.88 BC‐GRATE‐48‐48‐18 44.00 18.00 7.92 15.84 Maintenance Equipment It is recommended that a vacuum truck be utilized to minimize the time required to maintain the Curb Inlet Filter, though it can easily cleaned by hand: Bio Clean Environmental Maintenance Form (contained in O&M Manual). Manhole hook or appropriate tools to remove the grate. Appropriate safety signage and procedures. Protective clothing and eye protection. Note: entering a confined space requires appropriate safety and certification. It is generally not required for routine maintenance of the system. Small or large vacuum truck (with pressure washer attachment preferred). Maintenance Procedures It is recommended that maintenance occurs at least two days after the most recent rain event to allow debris and sediments to dry out. Maintaining the system while flows are still entering it will increase the time and complexity required for maintenance. Cleaning of the Grate Inlet Filter can be performed utilizing a vacuum truck. Once all safety measures have been set up cleaning of the Grate Inlet Filter can proceed as followed: 4 | Page Remove grate (traffic control and safety measures to be completed prior). Using an extension on a vacuum truck position the hose over the opened catch basin. Insert the vacuum hose down into the filter basket and suck out trash, foliage and sediment. A pressure wash is recommended and will assist in spraying of any debris stuck on the side or bottom of the filter basket. Power wash off the filter basket sides and bottom. Next remove the hydrocarbon boom that is attached to the inside of the filter basket. The hydrocarbon boom is fastened to rails on two opposite sides of the basket (vertical rails). Assess the color and condition of the boom using the following information in the next bullet point. If replacement is required install and fasten on a new hydrocarbon boom. Booms can be ordered directly from the manufacturer. Follow is a replacement indication color chart for the hydrocarbon booms: The last step is to replace the grate and remove all traffic control. All removed debris and pollutants shall be disposed of following local and state requirements. Disposal requirements for recovered pollutants may vary depending on local guidelines. In most areas the sediment, once dewatered, can be disposed of in a sanitary landfill. It is not anticipated that the sediment would be classified as hazardous waste. In the case of damaged components, replacement parts can be ordered from the manufacturer. Hydrocarbon booms can also be ordered directly from the manufacturer as previously noted. Excellent Condition Good Condition Minimal Capacity Replacement Required 5 | Page Maintenance Sequence Insert the vacuum hose down into the filter basket and suck out debris. Use a pressure washer to assist in vacuum removal. Pressure wash off screens. Remove grate and set up vacuum truck to clean the filter basket. 6 | Page For Maintenance Services or Information Please Contact Us At: 760‐433‐7640 Or Email: info@biocleanenvironmental.com Remove the hydrocarbon boom that is attached to the inside of the filter basket. The hydrocarbon boom is fastened to rails on two opposite sides of the basket (vertical rails). Assess the color and condition of the boom using the following information in the next bullet point. If replacement is required install and fasten on a new hydrocarbon boom. Close up and replace the grate and remove all traffic control. All removed debris and pollutants shall be disposed of following local and state requirements. For Office Use Only (city) (Zip Code)(Reviewed By) Owner / Management Company (Date) Contact Phone ( )_ Inspector Name Date / / Time AM / PM Weather Condition Additional Notes Site Map # Long: Storm Event in Last 72-hours? No Yes GPS Coordinates of Insert Catch Basin Size Evidence of Illicit Discharge? Trash Accumulation Type of Inspection Routine Follow Up Complaint Storm Lat: Long: Lat: Long: Sediment Accumulation Office personnel to complete section to the left. Functioning Properly or Maintenance Needed? 398 Via El Centro, Oceanside, CA 92058 P. 760.433.7640 F. 760.433.3176 Comments: Foliage Accumulation Long: Lat: Long: Lat: 3 Lat: 2 1 Long: Inspection and Maintenance Report Catch Basin Only Signs of Structural Damage? 5 4 6 Lat: Lat: Lat: Long: 7 Lat: Long: 10 8 Long: Project Name Project Address 12 Lat: 11 Lat: Long: Long: Attachment D BMP Factsheets & Educational Materials Site Design & Landscape Planning SD-10 January 2003 California Stormwater BMP Handbook 1 of 4 New Development and Redevelopment www.cabmphandbooks.com Description Each project site possesses unique topographic, hydrologic, and vegetative features, some of which are more suitable for development than others. Integrating and incorporating appropriate landscape planning methodologies into the project design is the most effective action that can be done to minimize surface and groundwater contamination from stormwater. Approach Landscape planning should couple consideration of land suitability for urban uses with consideration of community goals and projected growth. Project plan designs should conserve natural areas to the extent possible, maximize natural water storage and infiltration opportunities, and protect slopes and channels. Suitable Applications Appropriate applications include residential, commercial and industrial areas planned for development or redevelopment. Design Considerations Design requirements for site design and landscapes planning should conform to applicable standards and specifications of agencies with jurisdiction and be consistent with applicable General Plan and Local Area Plan policies. Design Objectives ; Maximize Infiltration ; Provide Retention ; Slow Runoff ; Minimize Impervious Land Coverage Prohibit Dumping of Improper Materials Contain Pollutants Collect and Convey SD-10 Site Design & Landscape Planning 2 of 4 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Designing New Installations Begin the development of a plan for the landscape unit with attention to the following general principles: Formulate the plan on the basis of clearly articulated community goals. Carefully identify conflicts and choices between retaining and protecting desired resources and community growth. Map and assess land suitability for urban uses. Include the following landscape features in the assessment: wooded land, open unwooded land, steep slopes, erosion-prone soils, foundation suitability, soil suitability for waste disposal, aquifers, aquifer recharge areas, wetlands, floodplains, surface waters, agricultural lands, and various categories of urban land use. When appropriate, the assessment can highlight outstanding local or regional resources that the community determines should be protected (e.g., a scenic area, recreational area, threatened species habitat, farmland, fish run). Mapping and assessment should recognize not only these resources but also additional areas needed for their sustenance. Project plan designs should conserve natural areas to the extent possible, maximize natural water storage and infiltration opportunities, and protect slopes and channels. Conserve Natural Areas during Landscape Planning If applicable, the following items are required and must be implemented in the site layout during the subdivision design and approval process, consistent with applicable General Plan and Local Area Plan policies: Cluster development on least-sensitive portions of a site while leaving the remaining land in a natural undisturbed condition. Limit clearing and grading of native vegetation at a site to the minimum amount needed to build lots, allow access, and provide fire protection. Maximize trees and other vegetation at each site by planting additional vegetation, clustering tree areas, and promoting the use of native and/or drought tolerant plants. Promote natural vegetation by using parking lot islands and other landscaped areas. Preserve riparian areas and wetlands. Maximize Natural Water Storage and Infiltration Opportunities Within the Landscape Unit Promote the conservation of forest cover. Building on land that is already deforested affects basin hydrology to a lesser extent than converting forested land. Loss of forest cover reduces interception storage, detention in the organic forest floor layer, and water losses by evapotranspiration, resulting in large peak runoff increases and either their negative effects or the expense of countering them with structural solutions. Maintain natural storage reservoirs and drainage corridors, including depressions, areas of permeable soils, swales, and intermittent streams. Develop and implement policies and Site Design & Landscape Planning SD-10 January 2003 California Stormwater BMP Handbook 3 of 4 New Development and Redevelopment www.cabmphandbooks.com regulations to discourage the clearing, filling, and channelization of these features. Utilize them in drainage networks in preference to pipes, culverts, and engineered ditches. Evaluating infiltration opportunities by referring to the stormwater management manual for the jurisdiction and pay particular attention to the selection criteria for avoiding groundwater contamination, poor soils, and hydrogeological conditions that cause these facilities to fail. If necessary, locate developments with large amounts of impervious surfaces or a potential to produce relatively contaminated runoff away from groundwater recharge areas. Protection of Slopes and Channels during Landscape Design Convey runoff safely from the tops of slopes. Avoid disturbing steep or unstable slopes. Avoid disturbing natural channels. Stabilize disturbed slopes as quickly as possible. Vegetate slopes with native or drought tolerant vegetation. Control and treat flows in landscaping and/or other controls prior to reaching existing natural drainage systems. Stabilize temporary and permanent channel crossings as quickly as possible, and ensure that increases in run-off velocity and frequency caused by the project do not erode the channel. Install energy dissipaters, such as riprap, at the outlets of new storm drains, culverts, conduits, or channels that enter unlined channels in accordance with applicable specifications to minimize erosion. Energy dissipaters shall be installed in such a way as to minimize impacts to receiving waters. Line on-site conveyance channels where appropriate, to reduce erosion caused by increased flow velocity due to increases in tributary impervious area. The first choice for linings should be grass or some other vegetative surface, since these materials not only reduce runoff velocities, but also provide water quality benefits from filtration and infiltration. If velocities in the channel are high enough to erode grass or other vegetative linings, riprap, concrete, soil cement, or geo-grid stabilization are other alternatives. Consider other design principles that are comparable and equally effective. Redeveloping Existing Installations Various jurisdictional stormwater management and mitigation plans (SUSMP, WQMP, etc.) define “redevelopment” in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. The definition of “ redevelopment” must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies, the steps outlined under “designing new installations” above should be followed. Roof Runoff Controls SD-11 January 2003 California Stormwater BMP Handbook 1 of 3 New Development and Redevelopment www.cabmphandbook.com Description Various roof runoff controls are available to address stormwater that drains off rooftops. The objective is to reduce the total volume and rate of runoff from individual lots, and retain the pollutants on site that may be picked up from roofing materials and atmospheric deposition. Roof runoff controls consist of directing the roof runoff away from paved areas and mitigating flow to the storm drain system through one of several general approaches: cisterns or rain barrels; dry wells or infiltration trenches; pop-up emitters, and foundation planting. The first three approaches require the roof runoff to be contained in a gutter and downspout system. Foundation planting provides a vegetated strip under the drip line of the roof. Approach Design of individual lots for single-family homes as well as lots for higher density residential and commercial structures should consider site design provisions for containing and infiltrating roof runoff or directing roof runoff to vegetative swales or buffer areas. Retained water can be reused for watering gardens, lawns, and trees. Benefits to the environment include reduced demand for potable water used for irrigation, improved stormwater quality, increased groundwater recharge, decreased runoff volume and peak flows, and decreased flooding potential. Suitable Applications Appropriate applications include residential, commercial and industrial areas planned for development or redevelopment. Design Considerations Designing New Installations Cisterns or Rain Barrels One method of addressing roof runoff is to direct roof downspouts to cisterns or rain barrels. A cistern is an above ground storage vessel with either a manually operated valve or a permanently open outlet. Roof runoff is temporarily stored and then released for irrigation or infiltration between storms. The number of rain Design Objectives ; Maximize Infiltration ; Provide Retention ; Slow Runoff Minimize Impervious Land Coverage Prohibit Dumping of Improper Materials ; Contain Pollutants Collect and Convey Rain Garden SD-11 Roof Runoff Controls 2 of 3 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbook.com barrels needed is a function of the rooftop area. Some low impact developers recommend that every house have at least 2 rain barrels, with a minimum storage capacity of 1000 liters. Roof barrels serve several purposes including mitigating the first flush from the roof which has a high volume, amount of contaminants, and thermal load. Several types of rain barrels are commercially available. Consideration must be given to selecting rain barrels that are vector proof and childproof. In addition, some barrels are designed with a bypass valve that filters out grit and other contaminants and routes overflow to a soak-away pit or rain garden. If the cistern has an operable valve, the valve can be closed to store stormwater for irrigation or infiltration between storms. This system requires continual monitoring by the resident or grounds crews, but provides greater flexibility in water storage and metering. If a cistern is provided with an operable valve and water is stored inside for long periods, the cistern must be covered to prevent mosquitoes from breeding. A cistern system with a permanently open outlet can also provide for metering stormwater runoff. If the cistern outlet is significantly smaller than the size of the downspout inlet (say ¼ to ½ inch diameter), runoff will build up inside the cistern during storms, and will empty out slowly after peak intensities subside. This is a feasible way to mitigate the peak flow increases caused by rooftop impervious land coverage, especially for the frequent, small storms. Dry wells and Infiltration Trenches Roof downspouts can be directed to dry wells or infiltration trenches. A dry well is constructed by excavating a hole in the ground and filling it with an open graded aggregate, and allowing the water to fill the dry well and infiltrate after the storm event. An underground connection from the downspout conveys water into the dry well, allowing it to be stored in the voids. To minimize sedimentation from lateral soil movement, the sides and top of the stone storage matrix can be wrapped in a permeable filter fabric, though the bottom may remain open. A perforated observation pipe can be inserted vertically into the dry well to allow for inspection and maintenance. In practice, dry wells receiving runoff from single roof downspouts have been successful over long periods because they contain very little sediment. They must be sized according to the amount of rooftop runoff received, but are typically 4 to 5 feet square, and 2 to 3 feet deep, with a minimum of 1-foot soil cover over the top (maximum depth of 10 feet). To protect the foundation, dry wells must be set away from the building at least 10 feet. They must be installed in solids that accommodate infiltration. In poorly drained soils, dry wells have very limited feasibility. Infiltration trenches function in a similar manner and would be particularly effective for larger roof areas. An infiltration trench is a long, narrow, rock-filled trench with no outlet that receives stormwater runoff. These are described under Treatment Controls. Pop-up Drainage Emitter Roof downspouts can be directed to an underground pipe that daylights some distance from the building foundation, releasing the roof runoff through a pop-up emitter. Similar to a pop-up irrigation head, the emitter only opens when there is flow from the roof. The emitter remains flush to the ground during dry periods, for ease of lawn or landscape maintenance. Roof Runoff Controls SD-11 January 2003 California Stormwater BMP Handbook 3 of 3 New Development and Redevelopment www.cabmphandbook.com Foundation Planting Landscape planting can be provided around the base to allow increased opportunities for stormwater infiltration and protect the soil from erosion caused by concentrated sheet flow coming off the roof. Foundation plantings can reduce the physical impact of water on the soil and provide a subsurface matrix of roots that encourage infiltration. These plantings must be sturdy enough to tolerate the heavy runoff sheet flows, and periodic soil saturation. Redeveloping Existing Installations Various jurisdictional stormwater management and mitigation plans (SUSMP, WQMP, etc.) define “redevelopment” in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. The definition of “ redevelopment” must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies, the steps outlined under “designing new installations” above should be followed. Supplemental Information Examples City of Ottawa’s Water Links Surface –Water Quality Protection Program City of Toronto Downspout Disconnection Program City of Boston, MA, Rain Barrel Demonstration Program Other Resources Hager, Marty Catherine, Stormwater, “Low-Impact Development”, January/February 2003. www.stormh2o.com Low Impact Urban Design Tools, Low Impact Development Design Center, Beltsville, MD. www.lid-stormwater.net Start at the Source, Bay Area Stormwater Management Agencies Association, 1999 Edition SD-10 Site Design & Landscape Planning 4 of 4 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Redevelopment may present significant opportunity to add features which had not previously been implemented. Examples include incorporation of depressions, areas of permeable soils, and swales in newly redeveloped areas. While some site constraints may exist due to the status of already existing infrastructure, opportunities should not be missed to maximize infiltration, slow runoff, reduce impervious areas, disconnect directly connected impervious areas. Other Resources A Manual for the Standard Urban Stormwater Mitigation Plan (SUSMP), Los Angeles County Department of Public Works, May 2002. Stormwater Management Manual for Western Washington, Washington State Department of Ecology, August 2001. Model Standard Urban Storm Water Mitigation Plan (SUSMP) for San Diego County, Port of San Diego, and Cities in San Diego County, February 14, 2002. Model Water Quality Management Plan (WQMP) for County of Orange, Orange County Flood Control District, and the Incorporated Cities of Orange County, Draft February 2003. Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures, July 2002. Efficient Irrigation SD-12 January 2003 California Stormwater BMP Handbook 1 of 2 New Development and Redevelopment www.cabmphandbooks.com Description Irrigation water provided to landscaped areas may result in excess irrigation water being conveyed into stormwater drainage systems. Approach Project plan designs for development and redevelopment should include application methods of irrigation water that minimize runoff of excess irrigation water into the stormwater conveyance system. Suitable Applications Appropriate applications include residential, commercial and industrial areas planned for development or redevelopment. (Detached residential single-family homes are typically excluded from this requirement.) Design Considerations Designing New Installations The following methods to reduce excessive irrigation runoff should be considered, and incorporated and implemented where determined applicable and feasible by the Permittee: Employ rain-triggered shutoff devices to prevent irrigation after precipitation. Design irrigation systems to each landscape area’s specific water requirements. Include design featuring flow reducers or shutoff valves triggered by a pressure drop to control water loss in the event of broken sprinkler heads or lines. Implement landscape plans consistent with County or City water conservation resolutions, which may include provision of water sensors, programmable irrigation times (for short cycles), etc. Design Objectives ; Maximize Infiltration ; Provide Retention ; Slow Runoff Minimize Impervious Land Coverage Prohibit Dumping of Improper Materials Contain Pollutants Collect and Convey SD-12 Efficient Irrigation 2 of 2 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Design timing and application methods of irrigation water to minimize the runoff of excess irrigation water into the storm water drainage system. Group plants with similar water requirements in order to reduce excess irrigation runoff and promote surface filtration. Choose plants with low irrigation requirements (for example, native or drought tolerant species). Consider design features such as: - Using mulches (such as wood chips or bar) in planter areas without ground cover to minimize sediment in runoff - Installing appropriate plant materials for the location, in accordance with amount of sunlight and climate, and use native plant materials where possible and/or as recommended by the landscape architect - Leaving a vegetative barrier along the property boundary and interior watercourses, to act as a pollutant filter, where appropriate and feasible - Choosing plants that minimize or eliminate the use of fertilizer or pesticides to sustain growth Employ other comparable, equally effective methods to reduce irrigation water runoff. Redeveloping Existing Installations Various jurisdictional stormwater management and mitigation plans (SUSMP, WQMP, etc.) define “redevelopment” in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. The definition of “ redevelopment” must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies, the steps outlined under “designing new installations” above should be followed. Other Resources A Manual for the Standard Urban Stormwater Mitigation Plan (SUSMP), Los Angeles County Department of Public Works, May 2002. Model Standard Urban Storm Water Mitigation Plan (SUSMP) for San Diego County, Port of San Diego, and Cities in San Diego County, February 14, 2002. Model Water Quality Management Plan (WQMP) for County of Orange, Orange County Flood Control District, and the Incorporated Cities of Orange County, Draft February 2003. Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures, July 2002. Storm Drain Signage SD-13 January 2003 California Stormwater BMP Handbook 1 of 2 New Development and Redevelopment www.cabmphandbooks.com Description Waste materials dumped into storm drain inlets can have severe impacts on receiving and ground waters. Posting notices regarding discharge prohibitions at storm drain inlets can prevent waste dumping. Storm drain signs and stencils are highly visible source controls that are typically placed directly adjacent to storm drain inlets. Approach The stencil or affixed sign contains a brief statement that prohibits dumping of improper materials into the urban runoff conveyance system. Storm drain messages have become a popular method of alerting the public about the effects of and the prohibitions against waste disposal. Suitable Applications Stencils and signs alert the public to the destination of pollutants discharged to the storm drain. Signs are appropriate in residential, commercial, and industrial areas, as well as any other area where contributions or dumping to storm drains is likely. Design Considerations Storm drain message markers or placards are recommended at all storm drain inlets within the boundary of a development project. The marker should be placed in clear sight facing toward anyone approaching the inlet from either side. All storm drain inlet locations should be identified on the development site map. Designing New Installations The following methods should be considered for inclusion in the project design and show on project plans: Provide stenciling or labeling of all storm drain inlets and catch basins, constructed or modified, within the project area with prohibitive language. Examples include “NO DUMPING Design Objectives Maximize Infiltration Provide Retention Slow Runoff Minimize Impervious Land Coverage ; Prohibit Dumping of Improper Materials Contain Pollutants Collect and Convey SD-13 Storm Drain Signage 2 of 2 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com – DRAINS TO OCEAN” and/or other graphical icons to discourage illegal dumping. Post signs with prohibitive language and/or graphical icons, which prohibit illegal dumping at public access points along channels and creeks within the project area. Note - Some local agencies have approved specific signage and/or storm drain message placards for use. Consult local agency stormwater staff to determine specific requirements for placard types and methods of application. Redeveloping Existing Installations Various jurisdictional stormwater management and mitigation plans (SUSMP, WQMP, etc.) define “redevelopment” in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. If the project meets the definition of “redevelopment”, then the requirements stated under “ designing new installations” above should be included in all project design plans. Additional Information Maintenance Considerations Legibility of markers and signs should be maintained. If required by the agency with jurisdiction over the project, the owner/operator or homeowner’s association should enter into a maintenance agreement with the agency or record a deed restriction upon the property title to maintain the legibility of placards or signs. Placement Signage on top of curbs tends to weather and fade. Signage on face of curbs tends to be worn by contact with vehicle tires and sweeper brooms. Supplemental Information Examples Most MS4 programs have storm drain signage programs. Some MS4 programs will provide stencils, or arrange for volunteers to stencil storm drains as part of their outreach program. Other Resources A Manual for the Standard Urban Stormwater Mitigation Plan (SUSMP), Los Angeles County Department of Public Works, May 2002. Model Standard Urban Storm Water Mitigation Plan (SUSMP) for San Diego County, Port of San Diego, and Cities in San Diego County, February 14, 2002. Model Water Quality Management Plan (WQMP) for County of Orange, Orange County Flood Control District, and the Incorporated Cities of Orange County, Draft February 2003. Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures, July 2002. Maintenance Bays & Docks SD-31 January 2003 California Stormwater BMP Handbook 1 of 2 New Development and Redevelopment www.cabmphandbooks.com Description Several measures can be taken to prevent operations at maintenance bays and loading docks from contributing a variety of toxic compounds, oil and grease, heavy metals, nutrients, suspended solids, and other pollutants to the stormwater conveyance system. Approach In designs for maintenance bays and loading docks, containment is encouraged. Preventative measures include overflow containment structures and dead-end sumps. However, in the case of loading docks from grocery stores and warehouse/distribution centers, engineered infiltration systems may be considered. Suitable Applications Appropriate applications include commercial and industrial areas planned for development or redevelopment. Design Considerations Design requirements for vehicle maintenance and repair are governed by Building and Fire Codes, and by current local agency ordinances, and zoning requirements. The design criteria described in this fact sheet are meant to enhance and be consistent with these code requirements. Designing New Installations Designs of maintenance bays should consider the following: Repair/maintenance bays and vehicle parts with fluids should be indoors; or designed to preclude urban run-on and runoff. Repair/maintenance floor areas should be paved with Portland cement concrete (or equivalent smooth impervious surface). Design Objectives Maximize Infiltration Provide Retention Slow Runoff Minimize Impervious Land Coverage ; Prohibit Dumping of Improper Materials ; Contain Pollutants Collect and Convey SD-31 Maintenance Bays & Docks 2 of 2 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Repair/maintenance bays should be designed to capture all wash water leaks and spills. Provide impermeable berms, drop inlets, trench catch basins, or overflow containment structures around repair bays to prevent spilled materials and wash-down waters form entering the storm drain system. Connect drains to a sump for collection and disposal. Direct connection of the repair/maintenance bays to the storm drain system is prohibited. If required by local jurisdiction, obtain an Industrial Waste Discharge Permit. Other features may be comparable and equally effective. The following designs of loading/unloading dock areas should be considered: Loading dock areas should be covered, or drainage should be designed to preclude urban run-on and runoff. Direct connections into storm drains from depressed loading docks (truck wells) are prohibited. Below-grade loading docks from grocery stores and warehouse/distribution centers of fresh food items should drain through water quality inlets, or to an engineered infiltration system, or an equally effective alternative. Pre-treatment may also be required. Other features may be comparable and equally effective. Redeveloping Existing Installations Various jurisdictional stormwater management and mitigation plans (SUSMP, WQMP, etc.) define “redevelopment” in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. The definition of “ redevelopment” must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies, the steps outlined under “designing new installations” above should be followed. Additional Information Stormwater and non-stormwater will accumulate in containment areas and sumps with impervious surfaces. Contaminated accumulated water must be disposed of in accordance with applicable laws and cannot be discharged directly to the storm drain or sanitary sewer system without the appropriate permit. Other Resources A Manual for the Standard Urban Stormwater Mitigation Plan (SUSMP), Los Angeles County Department of Public Works, May 2002. Model Standard Urban Storm Water Mitigation Plan (SUSMP) for San Diego County, Port of San Diego, and Cities in San Diego County, February 14, 2002. Model Water Quality Management Plan (WQMP) for County of Orange, Orange County Flood Control District, and the Incorporated Cities of Orange County, Draft February 2003. Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures, July 2002. Trash Storage Areas SD-32 January 2003 California Stormwater BMP Handbook 1 of 2 New Development and Redevelopment www.cabmphandbooks.com Description Trash storage areas are areas where a trash receptacle (s) are located for use as a repository for solid wastes. Stormwater runoff from areas where trash is stored or disposed of can be polluted. In addition, loose trash and debris can be easily transported by water or wind into nearby storm drain inlets, channels, and/or creeks. Waste handling operations that may be sources of stormwater pollution include dumpsters, litter control, and waste piles. Approach This fact sheet contains details on the specific measures required to prevent or reduce pollutants in stormwater runoff associated with trash storage and handling. Preventative measures including enclosures, containment structures, and impervious pavements to mitigate spills, should be used to reduce the likelihood of contamination. Suitable Applications Appropriate applications include residential, commercial and industrial areas planned for development or redevelopment. (Detached residential single-family homes are typically excluded from this requirement.) Design Considerations Design requirements for waste handling areas are governed by Building and Fire Codes, and by current local agency ordinances and zoning requirements. The design criteria described in this fact sheet are meant to enhance and be consistent with these code and ordinance requirements. Hazardous waste should be handled in accordance with legal requirements established in Title 22, California Code of Regulation. Wastes from commercial and industrial sites are typically hauled by either public or commercial carriers that may have design or access requirements for waste storage areas. The design criteria in this fact sheet are recommendations and are not intended to be in conflict with requirements established by the waste hauler. The waste hauler should be contacted prior to the design of your site trash collection areas. Conflicts or issues should be discussed with the local agency. Designing New Installations Trash storage areas should be designed to consider the following structural or treatment control BMPs: Design trash container areas so that drainage from adjoining roofs and pavement is diverted around the area(s) to avoid run-on. This might include berming or grading the waste handling area to prevent run-on of stormwater. Make sure trash container areas are screened or walled to prevent off-site transport of trash. Design Objectives Maximize Infiltration Provide Retention Slow Runoff Minimize Impervious Land Coverage Prohibit Dumping of Improper Materials ; Contain Pollutants Collect and Convey SD-32 Trash Storage Areas 2 of 2 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Use lined bins or dumpsters to reduce leaking of liquid waste. Provide roofs, awnings, or attached lids on all trash containers to minimize direct precipitation and prevent rainfall from entering containers. Pave trash storage areas with an impervious surface to mitigate spills. Do not locate storm drains in immediate vicinity of the trash storage area. Post signs on all dumpsters informing users that hazardous materials are not to be disposed of therein. Redeveloping Existing Installations Various jurisdictional stormwater management and mitigation plans (SUSMP, WQMP, etc.) define “redevelopment” in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. The definition of “ redevelopment” must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies, the steps outlined under “designing new installations” above should be followed. Additional Information Maintenance Considerations The integrity of structural elements that are subject to damage (i.e., screens, covers, and signs) must be maintained by the owner/operator. Maintenance agreements between the local agency and the owner/operator may be required. Some agencies will require maintenance deed restrictions to be recorded of the property title. If required by the local agency, maintenance agreements or deed restrictions must be executed by the owner/operator before improvement plans are approved. Other Resources A Manual for the Standard Urban Stormwater Mitigation Plan (SUSMP), Los Angeles County Department of Public Works, May 2002. Model Standard Urban Storm Water Mitigation Plan (SUSMP) for San Diego County, Port of San Diego, and Cities in San Diego County, February 14, 2002. Model Water Quality Management Plan (WQMP) for County of Orange, Orange County Flood Control District, and the Incorporated Cities of Orange County, Draft February 2003. Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures, July 2002. Attachment E Infiltration Report Attachment F Worksheet H 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 Per Infiltration Report in Attachment D 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. Catch basin filters (Bio-clean or approved equal) will be provided in all on-site catch basins as a pre-treatment control BMP prior to allowing runoff to be conveyed to the primary treatment BMP. The catch basin filters will help remove large debris, trash, sediment and oil/grease from the runoff before out-letting into the on-site infiltration system. See attachment B for catch basin filter specification. The soil in the proposed infiltration systems footprint will be un-compacted in-place native material Specific project site pollutants that will be treated by these Bio-Clean Filter Systems are as follows: Heavy Metals, Sediments, Trash & Debris, and Oil & Grease before the pollutants go to the on-site infiltration system. See Attachment B for catch basin filter specification. 1 0.25 1 0.25 1 0.25 1 0.25 2 0.50 1 0.25 1 0.25 1 0.25 1.25 1.00 2.25 2.0 0.89 See Attachment D for Infiltration Report Safety Factor of 2.25 will be used for BMP Calculations. Design Infiltration rate should be 0.89 in/hr. KDESIGN = KM / STOT STOT = SA + SB Attachment G Worksheet NOAA Atlas 14 Rainfall Data Attachment H Memorandum of Agreement for WQMP and Storm Water BMP Transfer, Access, and Maintenance THE NORTH 247 1/2 FEET OF THE EAST HALF OF LOT 593, IN THE CITY OF FONTANA, COUNTY OF SAN BERNARDINO, STATE OF CALIFORNIA, ACCORDING TO MAP SHOWING SUBDIVISION OF LANDS BELONGING TO THE SEMI-TROPIC LAND AND WATER COMPANY, AS PER PLAT RECORDED IN BOOK 11, PAGE 12 OF MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY. EXECPTING THEREFROM THE NORTH 82 1/2 FEET OF THE EAST 330 FEET THEREOF. AREAS AND DISTANCES BEING COMPUTED TO STREET CENTERS. APN: 0256-011-03 PORTION OF FARM LOT 593, ACCORDING TO MAP SHOWING SUBDIVISION OF LANDS BELONGING TO THE SEMI-TROPIC LAND AND WATER COMPANY, IN THE CITY OF FONTANA, COUNTY OF SAN BERNARDINO, STATE OF CALIFORNIA, AS PER PLAT RECORDED IN BOOK 11, PAGE 12 OF MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY, DESCRIBED AS FOLLOWS: THE NORTH 82 1/2 FEET OF THE SOUTH 412 1/2 FEET OF THE EAST HALF OF LOT 593. AREAS AND DISTANCES COMPUTED TO CENTER OF ADJOINING STREET. EXCEPTING THEREFROM THE SOUTH 2 FEET. APN: 0256-011-04 12"S 12"S15"S12"W 12"W 6"W 6"W 6"W 6"W 20"W 20"W 20"WE-T E-T E-TWQMP EXHIBIT10622 TAMARIND AVECITY OF FONTANA, CA 92316898 N. PACIFIC COAST HIGHWAY, SUITE 175EL SEGUNDO, CA 90245PHONE (310) 414-5400WQMP BMP NOTES:INSTALL CONTECH UNDERGROUND 60" CMP INFILTRATION SYSTEM, SEE DETAIL ON SHEET TWOINSTALL BIOCLEAN GRATE INLET FILTER, SEE DETAIL ON HEREON