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Appendix H WQMP
- 1 - Project Specific Water Quality Management Plan A Template for Projects located within the Santa Ana Watershed Region of Riverside County Project Title: 18 acre site at Mission Trail TTM 38378 Development No: Tentative Tract 38378 Design Review/Case No: PWQMP-2022-0005, Planning App#:2022-03 (Design Review#: 2022-02). Original Date Prepared: March 4, 2022 Revision Date(s): Prepared for Compliance with Regional Board Order No. R8-2010-0033 Contact Information: Prepared for: The Development at Mission Trails - Lake Elsinore, LLC 1020 2nd Street Encinitas, CA 92024 Brett Crowder, Project Manager (949) 632-3122 Prepared by: Wilson Mikami Corporation 9 Corporate Park, Suite 100 Irvine, CA 92606 Scott M. Wilson, PE, PLS, Principal (949) 679-0090 Preliminary Final - 2 - A Brief Introduction This Project-Specific WQMP Template for the Santa Ana Region has been prepared to help guide you in documenting compliance for your project. Because this document has been designed to specifically document compliance, you will need to utilize the WQMP Guidance Document as your “how-to” manual to help guide you through this process. Both the Template and Guidance Document go hand-in-hand, and will help facilitate a well prepared Project-Specific WQMP. Below is a flowchart for the layout of this Template that will provide the steps required to document compliance. Section A Project and Site Information Section B Optimize Site Utilization Section C Delineate Drainage Management Areas (DMAs) Section G Source Control BMPs Section I Operation, Maintenance, and Funding Section F Hydromodification Section E Alternative Compliance Section D Implement LID BMPs Section H Construction Plan Checklist - 3 - OWNER’S CERTIFICATION This Project-Specific Water Quality Management Plan (WQMP) has been prepared for The Development at Mission Trails - Lake Elsinore, LLC by Wilson Mikami Corporation for The 18 acre site at Mission Trail TTM 38378 project. This WQMP is intended to comply with the requirements of City of Lake Elsinore Grading Ordinance which includes the requirement for the preparation and implementation of a Project-Specific WQMP. The undersigned, while owning the property/project described in the preceding paragraph, shall be responsible for the implementation and funding of this WQMP and will ensure that this WQMP is amended as appropriate to reflect up-to-date conditions on the site. In addition, the property owner accepts responsibility for interim operation and maintenance of Stormwater BMPs until such time as this responsibility is formally transferred to a subsequent owner. This WQMP will be reviewed with the facility operator, facility supervisors, employees, tenants, maintenance and service contractors, or any other party (or parties) having responsibility for implementing portions of this WQMP. At least one copy of this WQMP will be maintained at the project site or project office in perpetuity. The undersigned is authorized to certify and to approve implementation of this WQMP. The undersigned is aware that implementation of this WQMP is enforceable under City of Lake Elsinore Water Quality Ordinance (Municipal Code Chapter 14.08). "I, the undersigned, certify under penalty of law that the provisions of this WQMP have been reviewed and accepted and that the WQMP will be transferred to future successors in interest." Owner’s Signature Date Owner’s Printed Name Owner’s Title/Position PREPARER’S CERTIFICATION “The selection, sizing and design of stormwater treatment and other stormwater quality and quantity control measures in this plan meet the requirements of Regional Water Quality Control Board Order No. R8-2010-0033 and any subsequent amendments thereto.” Preparer’s Signature Date Scott M. Wilson Principal Preparer’s Printed Name Preparer’s Title/Position Preparer’s Licensure: RCE 49884 - 4 - Table of Contents Section A: Project and Site Information........................................................................................................ 6 A.1 Maps and Site Plans ............................................................................................................................ 6 A.2 Identify Receiving Waters ................................................................................................................... 7 A.3 Additional Permits/Approvals required for the Project: .................................................................... 7 Section B: Optimize Site Utilization (LID Principles) ..................................................................................... 8 Section C: Delineate Drainage Management Areas (DMAs) ......................................................................... 9 Section D: Implement LID BMPs ................................................................................................................. 10 D.1 Infiltration Applicability .................................................................................................................... 10 D.2 Harvest and Use Assessment ............................................................................................................ 11 D.3 Bioretention and Biotreatment Assessment .................................................................................... 13 D.4 Feasibility Assessment Summaries ................................................................................................... 14 D.5 LID BMP Sizing .................................................................................................................................. 15 Section E: Alternative Compliance (LID Waiver Program) .......................................................................... 16 E.1 Identify Pollutants of Concern .......................................................................................................... 17 E.2 Stormwater Credits ........................................................................................................................... 18 E.3 Sizing Criteria ..................................................................................................................................... 18 E.4 Treatment Control BMP Selection .................................................................................................... 19 Section F: Hydromodification ..................................................................................................................... 20 F.1 Hydrologic Conditions of Concern (HCOC) Analysis .......................................................................... 20 F.2 HCOC Mitigation ................................................................................................................................ 21 Section G: Source Control BMPs ................................................................................................................. 22 Section H: Construction Plan Checklist ....................................................................................................... 25 Section I: Operation, Maintenance and Funding ........................................................................................ 26 - 5 - List of Tables Table A.1 Identification of Receiving Waters ................................................................................................ 7 Table A.2 Other Applicable Permits .............................................................................................................. 7 Table C.1 DMA Classifications ....................................................................................................................... 9 Table C.2 Type ‘A’, Self-Treating Areas ......................................................................................................... 9 Table C.3 Type ‘B’, Self-Retaining Areas ....................................................................................................... 9 Table C.4 Type ‘C’, Areas that Drain to Self-Retaining Areas ........................................................................ 9 Table C.5 Type ‘D’, Areas Draining to BMPs ................................................................................................. 9 Table D.1 Infiltration Feasibility .................................................................................................................. 10 Table D.2 LID Prioritization Summary Matrix ............................................................................................. 14 Table D.3 DCV Calculations for LID BMPs ................................................................................................... 15 Table E.1 Potential Pollutants by Land Use Type ........................................................................................ 17 Table E.2 Water Quality Credits .................................................................................................................. 18 Table E.3 Treatment Control BMP Sizing .................................................................................................... 18 Table E.4 Treatment Control BMP Selection .............................................................................................. 19 Table F.1 Hydrologic Conditions of Concern Summary .............................................................................. 20 Table G.1 Permanent and Operational Source Control Measures ............................................................. 22 Table H.1 Construction Plan Cross-reference ............................................................................................. 25 List of Appendices Appendix 1: Maps and Site Plans ................................................................................................................ 27 Appendix 2: Construction Plans .................................................................................................................. 28 Appendix 3: Soils Information ..................................................................................................................... 29 Appendix 4: Historical Site Conditions ........................................................................................................ 30 Appendix 5: LID Infeasibility ........................................................................................................................ 31 Appendix 6: BMP Design Details ................................................................................................................. 32 Appendix 7: Hydromodification .................................................................................................................. 33 Appendix 8: Source Control ........................................................................................................................ 34 Appendix 9: O&M ....................................................................................................................................... 35 Appendix 10: Educational Materials ....................................................................................................... - 38 - - 6 - Section A: Project and Site Information PROJECT INFORMATION Type of Project: Mixed Use: Single Family Residential Planning Area: East Lake Specific Plan Community Name: East Lake Specific Plan Development Name: Tentative Tract 38378, 18 Acre Site at Mission Trail PROJECT LOCATION Latitude & Longitude (DMS): 33°38'3"N, 117°17'28"W (33.634167, 117.291111) Project Watershed and Sub-Watershed: Santa Ana River Watershed and San Jacinto River Sub-Watershed APN(s): 370-050-019, 020 and 032 Map Book and Page No.: Map Book 543, Pages 259 PROJECT CHARACTERISTICS Proposed or Potential Land Use(s) Singled Family Residential Proposed or Potential SIC Code(s) 1522 Area of Impervious Project Footprint (SF) 788,192 SF Total Area of proposed Impervious Surfaces within the Project Limits (SF)/or Replacement 507,769 SF Does the project consist of offsite road improvements? Y N Does the project propose to construct unpaved roads? Y N Is the project part of a larger common plan of development (phased project)? Y N EXISTING SITE CHARACTERISTICS Total area of existing Impervious Surfaces within the project limits (SF) 0 Is the project located within any MSHCP Criteria Cell? Y N If so, identify the Cell number: Are there any natural hydrologic features on the project site? Y N Is a Geotechnical Report attached? Y N If no Geotech. Report, list the NRCS soils type(s) present on the site (A, B, C and/or D): See Appendix 3 What is the Water Quality Design Storm Depth for the project? 0.80 in A.1 Maps and Site Plans When completing your Project-Specific WQMP, include a map of the local vicinity and existing site. In addition, include all grading, drainage, landscape/plant palette and other pertinent construction plans in Appendix 2. At a minimum, your WQMP Site Plan should include the following: • Drainage Management Areas • Proposed Structural BMPs • Drainage Path • Drainage Infrastructure, Inlets, Overflows • Source Control BMPs • Buildings, Roof Lines, Downspouts • Impervious Surfaces • Standard Labeling Use your discretion on whether or not you may need to create multiple sheets or can appropriately accommodate these features on one or two sheets. Keep in mind that the Co-Permittee plan reviewer must be able to easily analyze your project utilizing this template and its associated site plans and maps. - 7 - The project site currently is a vacant site with little ground cover and no current uses for the site. The proposed project is duplex condominium homes with a total on-site project area of 9.72 acres. The total impervious area is 6.97 acres and pervious area is 2.75 acres. A.2 Identify Receiving Waters Using Table A.1 below, list in order of upstream to downstream, the receiving waters that the project site is tributary to. Continue to fill each row with the Receiving Water’s 303(d) listed impairments (if any), designated beneficial uses, and proximity, if any, to a RARE beneficial use. Include a map of the receiving waters in Appendix 1. Table A.1 Identification of Receiving Waters Receiving Waters EPA Approved 303(d) List Impairments Designated Beneficial Uses Proximity to RARE Beneficial Use Lake Elsinore Nutrients Organic Enrichment/Low Dissolved Oxygen PCBs (Polychlorinated biphenyls) Unknown Toxicity MUN, AGR, GWR, REC1, REC2, COLD, WILD N/A A.3 Additional Permits/Approvals required for the Project: Table A.2 Other Applicable Permits Agency Permit Required State Department of Fish and Game, 1602 Streambed Alteration Agreement Y N State Water Resources Control Board, Clean Water Act (CWA) Section 401 Water Quality Cert. Y N US Army Corps of Engineers, CWA Section 404 Permit Y N US Fish and Wildlife, Endangered Species Act Section 7 Biological Opinion Y N Statewide Construction General Permit Coverage Y N Statewide Industrial General Permit Coverage Y N Western Riverside MSHCP Consistency Approval (e.g., JPR, DBESP) Y N Other (please list in the space below as required) City Building and Grading Permit Y N If yes is answered to any of the questions above, the Co-Permittee may require proof of approval/coverage from those agencies as applicable including documentation of any associated requirements that may affect this Project-Specific WQMP. - 8 - Section B: Optimize Site Utilization (LID Principles) Site Optimization The following questions are based upon Section 3.2 of the WQMP Guidance Document. Review of the WQMP Guidance Document will help you determine how best to optimize your site and subsequently identify opportunities and/or constraints, and document compliance. Did you identify and preserve existing drainage patterns? If so, how? If not, why? The site layout conforms to natural landform, which drains from east to west direction. Did you identify and protect existing vegetation? If so, how? If not, why? N/A, no significant trees and other natural vegetation to preserve. Did you identify and preserve natural infiltration capacity? If so, how? If not, why? N/A, Infiltration BMPs are not to be used for this site per Section D.1 Did you identify and minimize impervious area? If so, how? If not, why? Landscape areas are proposed where possible to minimize impervious areas. Did you identify and disperse runoff to adjacent pervious areas? If so, how? If not, why? Stormwater is proposed to be intercepted in inlets in designated landscaped areas within the parking area and discharged into subsurface CDS treatment unit and then discharge into the existing four corner storm drain systems which ultimately discharges directly to Lake Elsinore. - 9 - Section C: Delineate Drainage Management Areas (DMAs) Table C.1 DMA Classifications DMA Name or ID Surface Type(s)1 Area (Sq. Ft.) DMA Type A Roofs, Asphalt, and Landscaping 749,894 Type D B Asphalt and Landscaping 38,298 Type D 1Reference Table 2-1 in the WQMP Guidance Document to populate this column Table C.2 Type ‘A’, Self-Treating Areas DMA Name or ID Area (Sq. Ft.) Stabilization Type Irrigation Type (if any) N/A Table C.3 Type ‘B’, Self-Retaining Areas Self-Retaining Area Type ‘C’ DMAs that are draining to the Self-Retaining Area DMA Name/ ID Post-project surface type Area (square feet) Storm Depth (inches) DMA Name / ID [C] from Table C.4 = Required Retention Depth (inches) [A] [B] [C] [D] N/A [𝐷𝐷]=[𝐵𝐵]+[𝐵𝐵]∙[𝐶𝐶][𝐴𝐴] Table C.4 Type ‘C’, Areas that Drain to Self-Retaining Areas DMA Receiving Self-Retaining DMA DMA Name/ ID Area (square feet) Post-project surface type Runoff factor Product DMA name /ID Area (square feet) Ratio [A] [B] [C] = [A] x [B] [D] [C]/[D] Table C.5 Type ‘D’, Areas Draining to BMPs DMA Name or ID BMP Name or ID A Bio-Treatment BMP B Catch Basin Filter (Bio Clean) Note: More than one drainage management area can drain to a single LID BMP, however, one drainage management area may not drain to more than one BMP. - 10 - Section D: Implement LID BMPs D.1 Infiltration Applicability Is there an approved downstream ‘Highest and Best Use’ for stormwater runoff (see discussion in Chapter 2.4.4 of the WQMP Guidance Document for further details)? Y N Lake Elsinore If yes has been checked, Infiltration BMPs shall not be used for the site. If no, continue working through this section to implement your LID BMPs. It is recommended that you contact your Co-Permittee to verify whether or not your project discharges to an approved downstream ‘Highest and Best Use’ feature. Geotechnical Report Is this project classified as a small project consistent with the requirements of Chapter 2 of the WQMP Guidance Document? Y N Infiltration Feasibility Table D.1 Infiltration Feasibility Does the project site… YES NO …have any DMAs with a seasonal high groundwater mark shallower than 10 feet? X If Yes, list affected DMAs: …have any DMAs located within 100 feet of a water supply well? X If Yes, list affected DMAs: …have any areas identified by the geotechnical report as posing a public safety risk where infiltration of stormwater could have a negative impact? X If Yes, list affected DMAs: …have measured in-situ infiltration rates of less than 1.6 inches / hour? Has not been studied yet. X If Yes, list affected DMAs: …have significant cut and/or fill conditions that would preclude in-situ testing of infiltration rates at the final infiltration surface? X If Yes, list affected DMAs: …geotechnical report identify other site-specific factors that would preclude effective and safe infiltration? X Describe here: If you answered “Yes” to any of the questions above for any DMA, Infiltration BMPs should not be used for those DMAs and you should proceed to the assessment for Harvest and Use below. - 11 - D.2 Harvest and Use Assessment (N/A) Please check what applies: Reclaimed water will be used for the non-potable water demands for the project. Downstream water rights may be impacted by Harvest and Use as approved by the Regional Board (verify with the Copermittee). The Design Capture Volume will be addressed using Infiltration Only BMPs. In such a case, Harvest and Use BMPs are still encouraged, but it would not be required if the Design Capture Volume will be infiltrated or evapotranspired. If any of the above boxes have been checked, Harvest and Use BMPs need not be assessed for the site. If neither of the above criteria applies, follow the steps below to assess the feasibility of irrigation use, toilet use and other non-potable uses (e.g., industrial use). Irrigation Use Feasibility Complete the following steps to determine the feasibility of harvesting stormwater runoff for Irrigation Use BMPs on your site: Step 1: Identify the total area of irrigated landscape on the site, and the type of landscaping used. Total Area of Irrigated Landscape: 280,423 SF Type of Landscaping (Conservation Design or Active Turf): Active Turf Step 2: Identify the planned total of all impervious areas on the proposed project from which runoff might be feasibly captured and stored for irrigation use. Depending on the configuration of buildings and other impervious areas on the site, you may consider the site as a whole, or parts of the site, to evaluate reasonable scenarios for capturing and storing runoff and directing the stored runoff to the potential use(s) identified in Step 1 above. Total Area of Impervious Surfaces: 507,769 SF Step 3: Cross reference the Design Storm depth for the project site (see Exhibit A of the WQMP Guidance Document) with the left column of Table 2-3 in Chapter 2 to determine the minimum area of Effective Irrigated Area per Tributary Impervious Area (EIATIA). Enter your EIATIA factor: 0.98 Step 4: Multiply the unit value obtained from Step 3 by the total of impervious areas from Step 2 to develop the minimum irrigated area that would be required. Minimum required irrigated area: 497,614 SF Step 5: Determine if harvesting stormwater runoff for irrigation use is feasible for the project by comparing the total area of irrigated landscape (Step 1) to the minimum required irrigated area (Step 4). Minimum required irrigated area (Step 4) Available Irrigated Landscape (Step 1) 497,614 SF 280,423 SF Conclusion: harvesting stormwater for irrigation use is not feasible. - 12 - Toilet Use Feasibility Complete the following steps to determine the feasibility of harvesting stormwater runoff for toilet flushing uses on your site: Step 1: Identify the projected total number of daily toilet users during the wet season, and account for any periodic shut downs or other lapses in occupancy: Projected Number of Daily Toilet Users: 478 Project Type: Single Family Residential Step 2: Identify the planned total of all impervious areas on the proposed project from which runoff might be feasibly captured and stored for toilet use. Depending on the configuration of buildings and other impervious areas on the site, you may consider the site as a whole, or parts of the site, to evaluate reasonable scenarios for capturing and storing runoff and directing the stored runoff to the potential use(s) identified in Step 1 above. Total Area of Impervious Surfaces: 507,769 SF Step 3: Enter the Design Storm depth for the project site (see Exhibit A) into the left column of Table 2- 1 in Chapter 2 to determine the minimum number or toilet users per tributary impervious acre (TUTIA). Enter your TUTIA factor: 131 tu/acre Step 4: Multiply the unit value obtained from Step 3 by the total of impervious areas from Step 2 to develop the minimum number of toilet users that would be required. Minimum number of toilet users: 1,527 Step 5: Determine if harvesting stormwater runoff for toilet flushing use is feasible for the project by comparing the Number of Daily Toilet Users (Step 1) to the minimum required number of toilet users (Step 4). Minimum required Toilet Users (Step 4) Projected number of toilet users (Step 1) 1,527 478 Conclusion: harvesting stormwater for toilet flushing use is not feasible. Other Non-Potable Use Feasibility (N/A) Are there other non-potable uses for stormwater runoff on the site (e.g. industrial use)? See Chapter 2 of the Guidance for further information. If yes, describe below. If no, write N/A. N/A Step 1: Identify the projected average daily non-potable demand, in gallons per day, during the wet season and accounting for any periodic shut downs or other lapses in occupancy or operation. Average Daily Demand: Step 2: Identify the planned total of all impervious areas on the proposed project from which runoff might be feasibly captured and stored for the identified non-potable use. Depending on the configuration of buildings and other impervious areas on the site, you may consider the site as a whole, or parts of the site, to evaluate reasonable scenarios for capturing and storing runoff and directing the stored runoff to the potential use(s) identified in Step 1 above. Total Area of Impervious Surfaces: - 13 - Step 3: Enter the Design Storm depth for the project site (see Exhibit A) into the left column of Table 2- 3 in Chapter 2 to determine the minimum demand for non-potable uses per tributary impervious acre. Enter the factor from Table 2-3: Step 4: Multiply the unit value obtained from Step 4 by the total of impervious areas from Step 3 to develop the minimum number of gallons per day of non-potable use that would be required. Minimum required use: Step 5: Determine if harvesting stormwater runoff for other non-potable use is feasible for the project by comparing the Number of Daily Toilet Users (Step 1) to the minimum required number of toilet users (Step 4). Minimum required non-potable use (Step 4) Projected average daily use (Step 1) If Irrigation, Toilet and Other Use feasibility anticipated demands are less than the applicable minimum values, Harvest and Use BMPs are not required and you should proceed to utilize LID Bioretention and Biotreatment, unless a site-specific analysis has been completed that demonstrates technical infeasibility as noted in D.3 below. D.3 Bioretention and Biotreatment Assessment Other LID Bioretention and Biotreatment BMPs as described in Chapter 2.4.7 of the WQMP Guidance Document are feasible on nearly all development sites with sufficient advance planning. Select one of the following: LID Bioretention/Biotreatment BMPs will be used for some or all DMAs of the project as noted below in Section D.4 (note the requirements of Section 3.4.2 in the WQMP Guidance Document). A site-specific analysis demonstrating the technical infeasibility of all LID BMPs has been performed and is included in Appendix 5. If you plan to submit an analysis demonstrating the technical infeasibility of LID BMPs, request a pre-submittal meeting with the Copermittee to discuss this option. Proceed to Section E to document your alternative compliance measures. - 14 - D.4 Feasibility Assessment Summaries From the Infiltration, Harvest and Use, Bioretention and Biotreatment Sections above, complete Table D.2 below to summarize which LID BMPs are technically feasible, and which are not, based upon the established hierarchy. Table D.2 LID Prioritization Summary Matrix DMA Name/ID LID BMP Hierarchy No LID (Alternative Compliance) 1. Infiltration 2. Harvest and use 3. Bioretention 4. Biotreatment A B For those DMAs where LID BMPs are not feasible, provide a brief narrative below summarizing why they are not feasible, include your technical infeasibility criteria in Appendix 5, and proceed to Section E below to document Alternative Compliance measures for those DMAs. Recall that each proposed DMA must pass through the LID BMP hierarchy before alternative compliance measures may be considered. The project discharges to Lake Elsinore which has an approved downstream ‘Highest and Best Use’ for storm water runoff per the WQMP Guidance documents. As a result, no infiltration BMPs are proposed for the project. DMA A – A EcoPure-BioFilter Bio-Treatment BMP Unit will be installed to treat street/hardscape and landscape runoff within the site prior to discharging the flow off-site. This project discharges to approved downstream ‘Highest and Best Use’ for stormwater runoff, Lake Elsinore. DMA B – Catch Basin Filters (Bio Clean) will be installed to treat street and landscape runoff within the Mission Trail Street frontage prior to discharging the flow off-site. This project discharges to approved downstream ‘Highest and Best Use’ for stormwater runoff, Lake Elsinore. - 15 - D.5 LID BMP Sizing Each LID BMP must be designed to ensure that the Design Capture Volume will be addressed by the selected BMPs. First, calculate the Design Capture Volume for each LID BMP using the VBMP worksheet in Appendix F of the LID BMP Design Handbook. Second, design the LID BMP to meet the required VBMP using a method approved by the Copermittee. Utilize the worksheets found in the LID BMP Design Handbook or consult with your Copermittee to assist you in correctly sizing your LID BMPs. Complete Table D.3 below to document the Design Capture Volume and the Proposed Volume for each LID BMP. Provide the completed design procedure sheets for each LID BMP in Appendix 6. You may add additional rows to the table below as needed. The project discharges to Lake Elsinore which has an approved downstream ‘Highest and Best Use’ for storm water runoff per the WQMP Guidance documents. As a result, a volume based LID BMP is not proposed for the project. A flow based BMP is proposed for the project. Table D.3 Calculations for LID BMPs DMA Type/ID DMA Area (square feet) Post- Project Surface Type Effective Impervious Fraction, If DMA Runoff Factor DMA Areas x Runoff Factor [A] [B] [C] [A] x [C] A 749,894 Mixed .644 .44 333,047 Design Rainfall Intensity (in/hr) Design Flow Rate, QBMP (cubic feet per second) Proposed Flow Rate on Plans (cubic feet per second) [G] B 38,298 Mixed .787 .58 22,390 788,192 355,437 0.20 1.6 2.5 [B], [C] is obtained as described in Section 2.3.1 of the WQMP Guidance Document [E] is obtained from Exhibit A in the WQMP Guidance Document [G] is obtained from a design procedure sheet, such as in LID BMP Design Handbook and placed in Appendix 6. The project discharges to Lake Elsinore which has an approved downstream ‘Highest and Best Use’ for storm water runoff per the WQMP Guidance documents. As a result, no infiltration LID BMPs are proposed for the project. A flow based BMP is proposed for the project. - 16 - Section E: Alternative Compliance (LID Waiver Program) LID BMPs are expected to be feasible on virtually all projects. Where LID BMPs have been demonstrated to be infeasible as documented in Section D, other Treatment Control BMPs must be used (subject to LID waiver approval by the Co-permittee). Check one of the following Boxes: LID Principles and LID BMPs have been incorporated into the site design to fully address all Drainage Management Areas. No alternative compliance measures are required for this project and thus this Section is not required to be completed. - Or - The following Drainage Management Areas are unable to be addressed using LID BMPs. A site- specific analysis demonstrating technical infeasibility of LID BMPs has been approved by the Co-Permittee and included in Appendix 5. Additionally, no downstream regional and/or sub- regional LID BMPs exist or are available for use by the project. The following alternative compliance measures on the following pages are being implemented to ensure that any pollutant loads expected to be discharged by not incorporating LID BMPs, are fully mitigated. - 17 - E.1 Identify Pollutants of Concern Utilizing Table A.1 from Section A above which noted your project’s receiving waters and their associated EPA approved 303(d) listed impairments, cross reference this information with that of your selected Priority Development Project Category in Table E.1 below. If the identified General Pollutant Categories are the same as those listed for your receiving waters, then these will be your Pollutants of Concern and the appropriate box or boxes will be checked on the last row. The purpose of this is to document compliance and to help you appropriately plan for mitigating your Pollutants of Concern in lieu of implementing LID BMPs. Table E.1 Potential Pollutants by Land Use Type Priority Development Project Categories and/or Project Features (check those that apply) General Pollutant Categories Bacterial Indicators Metals Nutrients Pesticides Toxic Organic Compounds Sediments Trash & Debris Oil & Grease Detached Residential Development P N P P N P P P Attached Residential Development P N P P N P P P(2) Commercial/Industrial Development P(3) P P(1) P(1) P(5) P(1) P P Automotive Repair Shops N P N N P(4, 5) N P P Restaurants (>5,000 ft2) P N N N N N P P Hillside Development (>5,000 ft2) P N P P N P P P Parking Lots (>5,000 ft2) P(6) P P(1) P(1) P(4) P(1) P P Retail Gasoline Outlets N P N N P N P P Project Priority Pollutant(s) of Concern P = Potential N = Not Potential (1) A potential Pollutant if non-native landscaping exists or is proposed onsite; otherwise not expected (2) A potential Pollutant if the project includes uncovered parking areas; otherwise not expected (3) A potential Pollutant is land use involving animal waste (4) Specifically petroleum hydrocarbons (5) Specifically solvents (6) Bacterial indicators are routinely detected in pavement runoff - 18 - E.2 Stormwater Credits Projects that cannot implement LID BMPs but nevertheless implement smart growth principles are potentially eligible for Stormwater Credits. Utilize Table 3-8 within the WQMP Guidance Document to identify your Project Category and its associated Water Quality Credit. If not applicable, write N/A. Table E.2 Water Quality Credits Qualifying Project Categories Credit Percentage2 N/A Total Credit Percentage1 1Cannot Exceed 50% 2Obtain corresponding data from Table 3-8 in the WQMP Guidance Document E.3 Sizing Criteria After you appropriately considered Stormwater Credits for your project, utilize Table E.3 below to appropriately size them to the DCV, or Design Flow Rate, as applicable. Please reference Chapter 3.5.2 of the WQMP Guidance Document for further information. Table E.3 Treatment Control BMP Sizing DMA Type/ID DMA Area (square feet) Post- Project Surface Type Effective Impervious Fraction, If DMA Runoff Factor DMA Area x Runoff Factor EcoPure-BioFilter 10'x13' Size [A] [B] [C] [A] x [C] A 749,894 MIXED .644 .44 333,047 Design Storm Depth (in) Minimum Design Flow Rate (cubic feet or cfs) Proposed Flow on Plans (cubic feet or cfs) B 38,298 MIXED .787 .58 22,390 788,192 350,056 0.20 1.6 2.5 DMA Type/ID DMA Area (square feet) Post- Project Surface Type Effective Imperviou s Fraction, If DMA Runoff Factor DMA Area x Runoff Factor Bioclean Catch Inlet Filter [A] [B] [C] [A] x [C] B 38,298 MIXED .787 .58 22,390 Design Storm Depth (in) Minimum Design Flow Rate (cubic feet or cfs) Proposed Volume on Plans (cubic feet or cfs) N/A N/A [B], [C] is obtained as described in Section 2.3.1 from the WQMP Guidance Document [E] is obtained from Exhibit A in the WQMP Guidance Document [G] is for Flow-Based Treatment Control BMPs [G] = 43,560, for Volume-Based Control Treatment BMPs, [G] = 12 [H] is from the Total Credit Percentage as Calculated from Table E.2 above [I] as obtained from a design procedure sheet from the BMP manufacturer and should be included in Appendix 6 - 19 - E.4 Treatment Control BMP Selection Treatment Control BMPs typically provide proprietary treatment mechanisms to treat potential pollutants in runoff, but do not sustain significant biological processes. Treatment Control BMPs must have a removal efficiency of a medium or high effectiveness as quantified below: • High: equal to or greater than 80% removal efficiency • Medium: between 40% and 80% removal efficiency Such removal efficiency documentation (e.g., studies, reports, etc.) as further discussed in Chapter 3.5.2 of the WQMP Guidance Document, must be included in Appendix 6. In addition, ensure that proposed Treatment Control BMPs are properly identified on the WQMP Site Plan in Appendix 1. Table E.4 Treatment Control BMP Selection Selected Treatment Control BMP Name or ID1 Priority Pollutant(s) of Concern to Mitigate2 Removal Efficiency Percentage3 EcoPure-BioFilter 10'x13' Size Unit A-1 (DMA A) Bio-Treatment BMP Nutrients, Metals, Toxic Organic Compounds, Trash and Debris, Oil and Grease High removal efficiency Catch Basin Filter (Bio Clean) (DMA B) Metals, Toxic Organic Compounds, Trash and Debris, Oil and Grease High removal efficiency 1 Treatment Control BMPs must not be constructed within Receiving Waters. In addition, a proposed Treatment Control BMP may be listed more than once if they possess more than one qualifying pollutant removal efficiency. 2 Cross Reference Table E.1 above to populate this column. 3 As documented in a Co-Permittee Approved Study and provided in Appendix 6. - 20 - Section F: Hydromodification F.1 Hydrologic Conditions of Concern (HCOC) Analysis Once you have determined that the LID design is adequate to address water quality requirements, you will need to assess if the proposed LID Design may still create a HCOC. Review Chapters 2 and 3 (including Figure 3-7) of the WQMP Guidance Document to determine if your project must mitigate for Hydromodification impacts. If your project meets one of the following criteria which will be indicated by the check boxes below, you do not need to address Hydromodification at this time. However, if the project does not qualify for Exemptions 1, 2 or 3, then additional measures must be added to the design to comply with HCOC criteria. This is discussed in further detail below in Section F.2. HCOC EXEMPTION 1: The Priority Development Project disturbs less than one acre. The Copermittee has the discretion to require a Project-Specific WQMP to address HCOCs on projects less than one acre on a case by case basis. The disturbed area calculation should include all disturbances associated with larger common plans of development. Does the project qualify for this HCOC Exemption? Y N If Yes, HCOC criteria do not apply. HCOC EXEMPTION 2: The volume and time of concentration1 of storm water runoff for the post- development condition is not significantly different from the pre-development condition for a 2-year return frequency storm (a difference of 5% or less is considered insignificant) using one of the following methods to calculate: • Riverside County Hydrology Manual • Technical Release 55 (TR-55): Urban Hydrology for Small Watersheds (NRCS 1986), or derivatives thereof, such as the Santa Barbara Urban Hydrograph Method • Other methods acceptable to the Co-Permittee Does the project qualify for this HCOC Exemption? Y N If Yes, report results in Table F.1 below and provide your substantiated hydrologic analysis in Appendix 7. Table F.1 Hydrologic Conditions of Concern Summary 2 year – 24 hour Pre-condition Post-condition % Difference Time of Concentration Volume (Cubic Feet) 1 Time of concentration is defined as the time after the beginning of the rainfall when all portions of the drainage basin are contributing to flow at the outlet. - 21 - HCOC EXEMPTION 3: All downstream conveyance channels to an adequate sump (for example, Prado Dam, Lake Elsinore, Canyon Lake, Santa Ana River, or other lake, reservoir or naturally erosion resistant feature) that will receive runoff from the project are engineered and regularly maintained to ensure design flow capacity; no sensitive stream habitat areas will be adversely affected; or are not identified on the Co-Permittees Hydromodification Sensitivity Maps. Does the project qualify for this HCOC Exemption? Y N If Yes, HCOC criteria do not apply and note below which adequate sump applies to this HCOC qualifier: Downstream conveyance channels directly into Lake Elsinore which is engineered and regularly maintained to ensure design flow capacity. F.2 HCOC Mitigation If none of the above HCOC Exemption Criteria are applicable, HCOC criteria is considered mitigated if they meet one of the following conditions: a. Additional LID BMPS are implemented onsite or offsite to mitigate potential erosion or habitat impacts as a result of HCOCs. This can be conducted by an evaluation of site-specific conditions utilizing accepted professional methodologies published by entities such as the California Stormwater Quality Association (CASQA), the Southern California Coastal Water Research Project (SCCRWP), or other Co-Permittee approved methodologies for site-specific HCOC analysis. b. The project is developed consistent with an approved Watershed Action Plan that addresses HCOC in Receiving Waters. c. Mimicking the pre-development hydrograph with the post-development hydrograph, for a 2-year return frequency storm. Generally, the hydrologic conditions of concern are not significant, if the post-development hydrograph is no more than 10% greater than pre-development hydrograph. In cases where excess volume cannot be infiltrated or captured and reused, discharge from the site must be limited to a flow rate no greater than 110% of the pre-development 2-year peak flow. Be sure to include all pertinent documentation used in your analysis of the items a, b or c in Appendix 7. - 22 - Section G: Source Control BMPs Source control BMPs include permanent, structural features that may be required in your project plans — such as roofs over and berms around trash and recycling areas — and Operational BMPs, such as regular sweeping and “housekeeping”, that must be implemented by the site’s occupant or user. The MEP standard typically requires both types of BMPs. In general, Operational BMPs cannot be substituted for a feasible and effective permanent BMP. Using the Pollutant Sources/Source Control Checklist in Appendix 8, review the following procedure to specify Source Control BMPs for your site: 1. Identify Pollutant Sources: Review Column 1 in the Pollutant Sources/Source Control Checklist. Check off the potential sources of Pollutants that apply to your site. 2. Note Locations on Project-Specific WQMP Exhibit: Note the corresponding requirements listed in Column 2 of the Pollutant Sources/Source Control Checklist. Show the location of each Pollutant source and each permanent Source Control BMP in your Project-Specific WQMP Exhibit located in Appendix 1. 3. Prepare a Table and Narrative: Check off the corresponding requirements listed in Column 3 in the Pollutant Sources/Source Control Checklist. In the left column of Table G.1 below, list each potential source of runoff Pollutants on your site (from those that you checked in the Pollutant Sources/Source Control Checklist). In the middle column, list the corresponding permanent, Structural Source Control BMPs (from Columns 2 and 3 of the Pollutant Sources/Source Control Checklist) used to prevent Pollutants from entering runoff. Add additional narrative in this column that explains any special features, materials or methods of construction that will be used to implement these permanent, Structural Source Control BMPs. 4. Identify Operational Source Control BMPs: To complete your table, refer once again to the Pollutant Sources/Source Control Checklist. List in the right column of your table the Operational BMPs that should be implemented as long as the anticipated activities continue at the site. Copermittee stormwater ordinances require that applicable Source Control BMPs be implemented; the same BMPs may also be required as a condition of a use permit or other revocable Discretionary Approval for use of the site. Table G.1 Permanent and Operational Source Control Measures Potential Sources of Runoff pollutants Permanent Structural Source Control BMPs Operational Source Control BMPs On-site storm drain inlets* Mark all inlets with the words “Only Rain Down the Storm Drain” or similar. Catch Basin Markers may be available from the Riverside County Flood Control and Water Conservation District, call 951.955.1200 to verify. Maintain and periodically repaint or replace inlet markings. Provide stormwater pollution prevention information to new site owners, lessees, or operators. See applicable operational BMPs in Fact Sheet SC-44, “Drainage System Maintenance,” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com - 23 - Include the following in lease agreements: “Tenant shall not allow anyone to discharge anything to storm drains or to store or deposit materials so as to create a potential discharge to storm drains.” Landscape/Outdoor Pesticide use* Final landscape plans will accomplish all of the following. Preserve existing native trees, shrubs, and ground cover to the maximum extent possible. Design landscaping to minimize irrigation and runoff, to promote surface infiltration where appropriate, and to minimize the use of fertilizers and pesticides that can contribute to stormwater pollution. Where landscaped areas are used to retain or detain stormwater, specify plants that are tolerant of saturated soil conditions. Consider using pest- resistant plants, especially adjacent to hardscape. To insure successful establishment, select plants appropriate to site soils, slopes, climate, sun, wind, rain, land use, air movement, ecological consistency, and plant interactions. Maintain landscaping using minimum or no pesticides. See applicable operational BMPs in “What you should know for….Landscape and Gardening” at https://www.rcwatershed.org/wpcontent/ uploads/2015/12/Landscapingand- Gardening-Guide.pdf Provide IPM information to new owners, lessees, and operators. Food Service* N/A N/A Refuse Areas* Several site refuse trash enclosures are included in the proposed plan. Refuse will be removed from the site by the City refuse department/contractors. Provide adequate number of receptacles. Inspect receptacles regularly; repair or replace leaky receptacles. Keep receptacles covered. Prohibit/prevent dumping of liquid or hazardous wastes. Post “no hazardous materials” signs. Inspect and pick up litter daily and clean up spills immediately. Keep spill control - 24 - Signs will be posted on or near dumpsters with the words “Do not dump hazardous materials here” or similar. materials available on-site. See Fact Sheet SC-34, “Waste Handling and Disposal” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com Loading docks* N/A Move loaded and unloaded items indoors as soon as possible. See Fact Sheet SC-30, “Outdoor Loading and Unloading,” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com Fire Sprinkler Test Water* Provide a means to drain fire sprinkler test water to the sanitary sewer. See the note in Fact Sheet SC-41, “Building and Grounds Maintenance,” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com Miscellaneous Drain or Wash Water or Other Sources: Condensate drain lines Rooftop equipment Roofing, gutters, and trim. Condensate drain lines may discharge to landscaped areas if the flow is small enough that runoff will not occur. Condensate drain lines may not discharge to the storm drain system. Rooftop equipment with potential to produce pollutants shall be roofed and/or have secondary containment. Avoid roofing, gutters, and trim made of copper or other unprotected metals that may leach into runoff. N/A Plazas, sidewalks, and parking *lots* N/A Sweep plazas, sidewalks, and parking lots regularly to prevent accumulation of litter and debris. Collect debris from pressure washing to prevent entry into the storm drain system. Collect washwater containing any cleaning agent or degreaser and discharge to the sanitary sewer not to a storm drain. *See Appendix 8 - 25 - Section H: Construction Plan Checklist (To be Filled out in Final WQMP) Populate Table H.1 below to assist the plan checker in an expeditious review of your project. The first two columns will contain information that was prepared in previous steps, while the last column will be populated with the corresponding plan sheets. This table is to be completed with the submittal of your final Project-Specific WQMP. Table H.1 Construction Plan Cross-reference BMP No. or ID BMP Identifier and Description Corresponding Plan Sheet(s) A1 EcoPure-BioFilter 10'x13' Bio-Treatment Unit TBD Storm Drain Plans A2 EcoPure-BioFilter 10'x13' Bio-Treatment Unit TBD Storm Drain Plans Note that the updated table — or Construction Plan WQMP Checklist — is only a reference tool to facilitate an easy comparison of the construction plans to your Project-Specific WQMP. Co-Permittee staff can advise you regarding the process required to propose changes to the approved Project-Specific WQMP. - 26 - Section I: Operation, Maintenance and Funding The Copermittee will periodically verify that Stormwater BMPs on your site are maintained and continue to operate as designed. To make this possible, your Copermittee will require that you include in Appendix 9 of this Project-Specific WQMP: 1. A means to finance and implement facility maintenance in perpetuity, including replacement cost. 2. Acceptance of responsibility for maintenance from the time the BMPs are constructed until responsibility for operation and maintenance is legally transferred. A warranty covering a period following construction may also be required. 3. An outline of general maintenance requirements for the Stormwater BMPs you have selected. 4. Figures delineating and designating pervious and impervious areas, location, and type of Stormwater BMP, and tables of pervious and impervious areas served by each facility. Geo- locating the BMPs using a coordinate system of latitude and longitude is recommended to help facilitate a future statewide database system. 5. A separate list and location of self-retaining areas or areas addressed by LID Principles that do not require specialized O&M or inspections but will require typical landscape maintenance as noted in Chapter 5, pages 85-86, in the WQMP Guidance. Include a brief description of typical landscape maintenance for these areas. Your local Co-Permittee will also require that you prepare and submit a detailed Stormwater BMP Operation and Maintenance Plan that sets forth a maintenance schedule for each of the Stormwater BMPs built on your site. An agreement assigning responsibility for maintenance and providing for inspections and certification may also be required. Details of these requirements and instructions for preparing a Stormwater BMP Operation and Maintenance Plan are in Chapter 5 of the WQMP Guidance Document. Maintenance Mechanism: Home Owner’s Association (HOA) Will the proposed BMPs be maintained by a Home Owners’ Association (HOA) or Property Owners Association (POA)? Y N Include your Operation and Maintenance Plan and Maintenance Mechanism in Appendix 9. Additionally, include all pertinent forms of educational materials for those personnel that will be maintaining the proposed BMPs within this Project-Specific WQMP in Appendix 10. - 27 - Appendix 1: Maps and Site Plans Location Map, WQMP Site Plan and Receiving Waters Map - 28 - Appendix 2: Construction Plans Grading and Drainage Plans Site Plan PARK696870677166726561606259635864575352545155505649454446434742484137363835393440332928302731263225212022192318241713121411151016954637281767573747778807984838182858688879291908995949398979610110099104103102107106105110109108113112111116115114119118117122121120125124123128127126131130129134133132137136135140139138143142141146145144149148147151150152156155154153158157159160162161163164185186184183189188187191190180181182177178179174175176171172173168169170165166167LOT A ALOT AALOT AAABALOT ALOT ALOT ALOT A LOT D LOT D LOT CEFGHIJKLMNOPQRSTUVWXYZAA BB CC DD GGFF EE WILSON MIKAMICORPORATIONPREPARED BY:OWNER:SHEETOF1DESCRIPTIONDATEREVISIONAPPROVEDVESTING TENTATIVE TRACT NO. 3837818 ACRE PROPERTY - LAKESHORE DRIVESUBDIVIDER:LAKE ELSINORE MISSION TRAIL, LLC1020 Second St., Suite CEncinitas, CA 92024C.1CIVILExp.LAKE ELSINORE MISSION TRAIL, LLC1020 Second St., Suite CEncinitas, CA 92024WATER & SEWERELSINORE VALLEY MUNICIPAL WATERDISTRICT (EVMWD)31315 CHANEY STREETLAKE ELSINORE, CA 92530ELECTRICSOUTHERN CALIFORNIA EDISON32815 FREESIA WAYTEMECULA, CA 92592GASSOUTHERN CALIFORNIA GAS COMPANY25620 JEFFERSON AVE.MURRIETA, CA 92562TELEPHONE / CABLE TELEVISIONVERIZON / GTE - (800) 483-1000AT&T - (800) 310-2355TIME WARNER - (888) 354-9622PROJECT LOCATIONVICINITY MAPSTORMWATERCITY OF LAKE ELSINORE130 SOUTH MAIN ST.LAKE ELSINORE, CA 92530WASTE MANAGEMENTCR&R1706 GOETZ RD.PERRIS, CA 9257076AASSESSOR PARCEL NUMBERS370-050-019370-050-020370-050-032 PARK696870677166726561606259635864575352545155505649454446434742484137363835393440332928302731263225212022192318241713121411151016954637281767573747778807984838182858688879291908995949398979610110099104103102107106105110109108113112111116115114119118117122121120125124123128127126131130129134133132137136135140139138143142141146145144149148147151150152156155154153158157159160162161163164185186184183189188187191190180181182177178179174175176171172173168169170165166167LOT A ALOT AALOT AAABALOT ALOT ALOT ALOT A LOT D LOT D LOT CEFGHIJKLMNOPQRSTUVWXYZAA BB CCDD GGFF EE987 654321101112131415161718192021222324282930272625LOT A ALOT AALOT AAABALOT ALOT ALOT ALOT A LOT D LOT D LOT CCORPORATIONWILSON MIKAMILAKE ELSINORE, CAWMC PROJECT NO. 10397.00LAKE ELSINORE MISSION TRAIL, LLC1020 Second St., Suite CEncinitas, CA 92024949.632.312218 ACRE PROPERTY - MISSION TRAILGRADING & DRAINAGEC.276AEARTHWORK SUMMARYRAW CUT:23,800 CYRAW FILL: 18,400 CYSHRINKAGE(10%):(2,400)NET CUT: 3,000 CYNOTE:EARTHWORK QUANTITIES DO NOT INCLUDED REMEDIAL GRADINGQUANTITIES AND ADJUSTSMENTS FOR SUBSIDENCE.ELEVATIONS ON THE PLAN TO BE LOWERED BY 2 FT AVERAGE PARK696870677166726561606259635864575352545155505649454446434742484137363835393440332928302731263225212022192318241713121411151016954637281767573747778807984838182858688879291908995949398979610110099104103102107106105110109108113112111116115114119118117122121120125124123128127126131130129134133132137136135140139138143142141146145144149148147151150152156155154153158157159160162161163164185186184183189188187191190180181182177178179174175176171172173168169170165166167LOT A ALOT AALOT AAABALOT ALOT ALOT ALOT A LOT D LOT D LOT CEFGHIJKLMNOPQRSTUVWXYZAA BB CCDD GGFF EE CORPORATIONWILSON MIKAMILAKE ELSINORE, CAWMC PROJECT NO. 10397.00LAKE ELSINORE MISSION TRAIL, LLC1020 Second St., Suite CEncinitas, CA 92024949.632.312218 ACRE PROPERTY - MISSION TRAILSITE PLANC.376A PARK696870677166726561606259635864575352545155505649454446434742484137363835393440332928302731263225212022192318241713121411151016954637281767573747778807984838182858688879291908995949398979610110099104103102107106105110109108113112111116115114119118117122121120125124123128127126131130129134133132137136135140139138143142141146145144149148147151150152156155154153158157159160162161163164185186184183189188187191190180181182177178179174175176171172173168169170165166167CORPORATIONWILSON MIKAMILAKE ELSINORE, CAWMC PROJECT NO. 10397.00LAKE ELSINORE MISSION TRAIL, LLC1020 Second St., Suite CEncinitas, CA 92024949.632.312218 ACRE PROPERTY - MISSION TRAILCONCEPT UTILITY PLANC.476 PARK696870677166726561606259635864575352545155505649454446434742484137363835393440332928302731263225212022192318241713121411151016954637281767573747778807984838182858688879291908995949398979610110099104103102107106105110109108113112111116115114119118117122121120125124123128127126131130129134133132137136135140139138143142141146145144149148147151150152156155154153158157159160162161163164185186184183189188187191190180181182177178179174175176171172173168169170165166167CORPORATIONWILSON MIKAMILAKE ELSINORE, CAWMC PROJECT NO. 10408.00LAKE ELSINORE MISSION TRAIL, LLC1020 Second St., Suite CEncinitas, CA 92024949.632.312218 ACRE PROPERTY - MISSION TRAILMAINTENANCE PLANC.5LEGENDMAINTENANCERESPONSIBILITY76 - 29 - Appendix 3: Soils Information Geotechnical Study and Other Infiltration Testing Data - 30 - Appendix 4: Historical Site Conditions (N/A) Phase I Environmental Site Assessment or Other Information on Past Site Use Not Applicable - 31 - Appendix 5: LID Infeasibility (N/A) LID Technical Infeasibility Analysis Not Applicable – LID Biortreatment BMPs will be used for the site and are feasible. - 32 - Appendix 6: BMP Design Details BMP Sizing, Design Details and other Supporting Documentation Date D85=0.80 inches DMA Type/ID DMA Area (square feet) Post-Project Surface Type Effective Imperivous Fraction, If DMA Runoff Factor DMA Areas x Runoff Factor Design Storm Depth (in) Design Capture Volume, VBMP (cubic feet) Proposed Volume on Plans (cubic feet) A 749894 Mixed Surface Types 0.625 0.43 321481.7 B 38298 Mixed Surface Types 0.787 0.58 22390.1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 788192 343871.8 0.80 22924.8 24000 Notes: Total 85th Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Insert additional rows if needed to accommodate all DMAs draining to the BMP Santa Ana Watershed - BMP Design Volume, VBMP (Rev. 10-2011) Legend:Required Entries Calculated Cells (Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name Wilson Mikami Corporation 6/30/2022 Designed by Kristen Mikami Case No 2022-0005 Company Project Number/Name Tentative Tract Map 38378 BMP Identification Drainage Management Area Tabulation Design Rainfall Depth BMP NAME / ID N/A - LID BMP EXCEPTION Must match Name/ID used on BMP Design Calculation Sheet Date I =0.20 in/hr DMA Type/ID DMA Area (square feet) Post-Project Surface Type (use pull-down menu) Effective Imperivous Fraction, If DMA Runoff Factor DMA Areas x Runoff Factor Design Rainfall Intensity (in/hr) Design Flow Rate (cfs) Proposed Flow Rate (cfs) A 749,894 Mixed Surface Types 0.625 0.43 321,482 B 38,298 Mixed Surface Types 0.787 0.58 22,390 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 788192 343872 0.20 1.6 2.5 Notes: Santa Ana Watershed - BMP Design Flow Rate, QBMP (Rev. 10-2011) Legend:Required Entries Calculated Cells (Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name Wilson Mikami Corporation 6/30/2022 Designed by Case No 2022-0005 Company Project Number/Name Tentative Tract Map 38378 Design Rainfall Intensity TotalDMAs BMP Identification BMP NAME / ID Must match Name/ID used on BMP Design Calculation Sheet Design Rainfall Depth Drainage Management Area Tabulation Insert additional rows if needed to accommodate all DMAs draining to the BMP ADS® EcoPure BioFilter® The ADS EcoPure BioFilter is a market-changing Biofiltration stormwater treatment technology. This high performance, low impact system merges both pretreatment of impervious stormwater runoff with advanced filtration from both surface and subsurface runoff sources. The EcoPure BioFilter is designed to remove most traditional pollutants from urban stormwater. Advanced removal of total suspended solids (TSS), Nutrients – Total Phosphorus, Total Nitrogen, Heavy Metals, Oil and Grease, Trash and Bacteria. The EcoPure Biofilter is also an outstanding value that offers multiple inletting pipe configurations in a compact urban landscape. The device is suitable for both new construction and retrofit applications with a quick, simple installation. Features • High filter media area and flowrate • Linear treatment design with an upfront pretreatment cell. • Low elevation change between the inlet and outlet of the system • Superior removal mechanisms utilizing physical unit operations, Chemical/Biological processes • Living plant component at the surface of the unit • Internal bypass for inline installation (where applicable) • Maintainable system with access to remove accumulated pollutants multiple times before media replacement. • Scalable systems allow for treatment rates starting at 60 gpm. Benefits • Compact LID/Green Infrastructure Technology for Ultra-Urban Applications • Unit has compartmentalized O&M sections • Can utilize jurisdictional bioretention media in the plant growth section • Living Surface Biomass • Trash and Dry storage component • Optional infiltration design component • 3-Cell units available for additional Heavy Metals removal and improved TSS and TP removals adspipe.com 800-821-6710 EcoPure Unit Size ft (m) Treatment Rate cfs (L/s)* Mass Capture Capacity lb (kg)* 4x8 (1.2 x 2.4)0.134 (3.8)194 (88) 5x8 (1.5 x 2.4)0.134 (3.8)194 (88) 5x13 (1.5 x 4.0)0.27 (7.6)389 (176) 5x20 (1.5 x 6.1)0.4 (11.3)583 (264) 10x13 (3.0 x 4.0)0.53 (15.0)778 (353) 10x20 (3.0 x 6.1)0.8 (22.7)1166 (529) Custom Custom Custom Installation Installation of the EcoPure BioFilter unit(s) shall be performed per manufacturer’s installation instructions. Such instructions can be obtained by calling Advanced Drainage Systems at (800) 821-6710 or by logging on to www.adspipe.com. * Based on NJCAT/DEP filtration testing protocol EcoPure BioFilter Specification Materials and Design • Concrete Structures: Designed for H-20 traffic loading and applicable soil loads or as otherwise determined by a Licensed Professional Engineer. The materials and structural design of the devices shall be per ASTM C857 and ASTM C858. • Internal components shall be substantially constructed of proprietary media blends, stainless steel, recycled polyethylene or other thermoplastic material approved by the manufacturer. Performance • The EcoPure BioFilter is an inline unit capable of conveying 100% of the design peak flow and can bypass (internally) excessive flow rates. • Up to 60 GPM in a 4’ x 8’ (1.2 x 2.4 m) unit, with larger flowrate options available • Greater than 85% removal of TSS and 70% removal of Dissolved Phosphorus adspipe.com 800-821-6710 ADS “Terms and Conditions of Sale” are available on the website, www.ads-pipe.com . The ADS logo, EcoPure BioFilterTM and the Green Stripe are registered trademarks of Advanced Drainage Systems, Inc. BaySaver and BayFilter are registered trademarks of BaySaver Technologies, Inc. © 2021 Advanced Drainage Systems, Inc. #11084 08/21 CS Stormwater Catch Basin Filtration Device Page 1 of 6 Section [________] Stormwater Catch Basin Filtration Device PART 1 – GENERAL 01.01.00 Purpose The purpose of this specification is to establish generally acceptable criteria for devices used for filtration of stormwater runoff captured by catch basins with curb openings. It is intended to serve as a guide to producers, distributors, architects, engineers, contractors, plumbers, installers, inspectors, agencies and users; to promote understanding regarding materials, manufacture and installation; and to provide for identification of devices complying with this specification. 01.02.00 Description Stormwater Catch Basin Filtration Devices (SCBFD) are used to filter stormwater runoff captured by catch basins. The SCBFD is a filter system composed of a filtration basket, media filtration boom and a shelf system. SCBFDs are used to remove various pollutants from stormwater by means of screening, separation and media filtration. 01.03.00 Manufacturer The manufacturer of the SCBFD shall be one that is regularly engaged in the engineering, design and production of systems developed for the treatment of stormwater runoff for at least (10) years, and which have a history of successful production, acceptable to the engineer of work. In accordance with the drawings, the SCBFD(s) shall be a filter device manufactured/distributed by Bio Clean Environmental Services, Inc., or assigned distributors or licensees. Bio Clean Environmental Services, Inc. can be reached at: Corporate Headquarters: 398 Via El Centro Oceanside, CA 92058 Phone: (760) 433-7640 Fax: (760) 433-3176 www.biocleanenvironmental.net 01.04.00 Submittals 01.04.01 Shop drawings are to be submitted with each order to the contractor and engineer of work. 01.04.02 Shop drawings are to detail the SCBFD, its components and the sequence for installation, including: SCBFD configuration with primary dimensions Various SCBFD components Any accessory equipment 01.04.03 Inspection and maintenance documentation submitted upon request. 01.05.00 Work Included 01.05.01 Specification requirements for installation of SCBFD. 01.05.02 Manufacturer to supply SCBFD(s): Filtration Basket Shelf System – Trough and Weir Media Filtration Boom Stormwater Catch Basin Filtration Device Page 2 of 6 01.05.03 Media Filtration Boom shall be provided with each Filtration Basket housed in nylon netting and securely fastened entrance to the Filtration basket. Each media boom shall contain polymer beads to permanently absorb hydrocarbons. 01.06.00 Reference Standards ASTM E2016-99(2004)e1 Standard Specification for Industrial Woven Wire Cloth ASTM A 240 Standard Specification for Chromium and Chromium-Nickel Stainless Steel Plate, Sheet, and Strip for Pressure Vessels and for General Applications ASTM F 716 Testing Sorbent Performance of Absorbents ASTM F 726 Sorbent Performance of Absorbents ASTM D3787 - 07 Standard Test Method for Bursting Strength of Textiles-Constant-Rate-of-Traverse (CRT) Ball Burst Test ASTM D2690-98 Standard Test Method for Isophthalic Acid in Alkyd and Polyester Resins ASTM C 582-02 Standard Specification for Contact-Molded Reinforced Thermosetting Plastic (RTP) Laminates for Corrosion-Resistant Equipment ASTM D 638 Standard Test Method for Tensile Properties of Plastics ASTM D 790 Standard Test Methods for Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials ASTM D 648 Standard Test Method for Deflection Temperature of Plastics Under Flexural Load in the Edgewise Position ASTM D 2583 Standard Test Method for Indentation Hardness of Rigid Plastics by Means of a Barcol Impressor ASTM D 4097 Standard Specification for Contact-Molded Glass-Fiber-Reinforced Thermoset Resin Corrosion-Resistant Tanks ASTM D3409 Standard Test Method for Adhesion of Asphalt-Roof Cement to Damp, Wet, or Underwater Surfaces IFI 114 Break Mandrel Blind Rivets PART 2 – COMPONENTS 02.01.00 Shelf System Components 02.01.01 Main Trough System & Weir shall be manufactured of 100% marine grade polyester resin and fiberglass strands. The entire fiberglass structure must be coated with a polyester gel coating with ultra violet inhibitors incorporated into the coating for maximum ultra violet protection. Fiberglass must have a minimum thickness of 3/16”. 02.01.02 Mounting Hardware shall be 100% non-corrosive metals. Nuts and Bolts Rivets Support Brackets Concrete Anchors 02.01.03 Concrete Filler and Sealant shall be made of Acrylic Emulsion and have a minimum service temperature range of -30°F to 150°F. Stormwater Catch Basin Filtration Device Page 3 of 6 02.02.00 Filter Basket Components 02.02.01 Filter Housing shall be manufactured of 100% marine grade polyester resin and fiberglass strands. The entire fiberglass structure must be coated with a polyester gel coating with ultra violet inhibitors incorporated into the coating for maximum ultra violet protection. Fiberglass must have a minimum thickness of 3/16”. 02.02.02 Screens shall be manufactured of 304 stainless steel mesh constructed per ASTM E2016-99(2004). 02.02.03 Handles shall be manufactured entirely of aluminum and be mounted to the filter housing using mounting hardware per section 02.01.02 02.02.04 Media Filtration Boom Filter Boom media shall be made up of granulated oil absorbing polymers that have been tested in accordance with section 11.2 of ASTM F 716.07. Filter media must be proven to absorb 180% of its weight within a 300 second contact time, and at this absorption percentage the physical increase in the size of the granules is not more that 50%. Filter netting shall be 100% polyester with a number 16 sieve size, and strength tested per ASTM D 3787. PART 3 – PERFORMANCE 03.01.00 General 03.01.01 Function - The SCBFD has no moving internal components and functions based on gravity flow, unless otherwise specified. The SCBFD is composed of a Shelf System and a Filter Basket. Runoff enters the SCBFD from a curb opening and flows into the Shelf System which is mounted under the face of the curb opening. It then flows horizontally inside the Shelf Systems Trough to the Weir which holds the Filtration Basket. This Shelf System positions the Filtration Basket directly under the catch basin access point (manhole cover, grate or hatch). The Filtration Basket can be removed through the access point without disassembly. The Filtration Basket can also be cleaned without entering the access point by using a vacuum truck. Along the top perimeter of the Filter Basket is a tray containing a Media Filtration Boom. Water flows through and over the filtration boom and downward into the filtration basket. Stormwater enters the inside of the filtration basket and flows downward toward the bottom portion of the basket. Stormwater flow up to the peak treatment flow rate is processed through the filtration screens. These screens provide capture of TSS, sediment, particulate metals, hydrocarbons, nutrients, organics trash and debris. During the heaviest flows the basket fills with water and spills over the top to bypass directly into the bottom of the catch basin, while previously captured debris and solids are contained by a upper screen guard which prevents re-suspension. 03.01.02 Pollutants - The SCBFD will remove and retain debris, sediments, metals, nutrients, oxygen demanding substances, bacteria and hydrocarbons entering the filter during frequent storm events and specified flow rates. For pollutant removal performance see section 03.02.00. Stormwater Catch Basin Filtration Device Page 4 of 6 03.01.03 Treatment Flow Rate - The SCBFD operates using gravity flow. The SCBFD treatment flow rate varies by size and is provided on the drawings for each model. 03.01.04 Bypass Flow Rate – The SCBFD is designed to fit within the catch basin in a way not to affect the hydraulics. The area over the top of the Shelf System and Filter Basket is always greater than the curb opening area and/or the area of the outflow pipe. Therefore, the SCBFD does not create a critical point of restriction. 03.01.05 Pollutant Load – The SCBFD must be designed to have minimum storage capacity as documented on the drawing for each particular size and model. 03.01.06 Performance Protocol and Results – All lab testing on filtration media must be performed by an independent third party consultant and testing lab. 03.02.00 Test Performance At a minimum, the SCBFD shall be tested, according to section 03.01.05, and meet these performance specifications: 03.02.01 Filter Pollutant Removal Table 03.02.02 Maintenance Performance Table Maintenance Activity Poor Fair Excellent 1 2 3 4 5 Ease of Attachment/Reattachment to Drain X Ease of Handling and Entry Through Manhole X Ease of Cleaning and Filter Media Replacement X Prevention of Debris Loss During Removal From Drain X Overall Maintenance Turn-Around Time – 5 Rating = 15 Minutes or Less X Total Score 22 PART 4 - EXECUTION 04.01.00 General The installation and use of the SCBFD shall conform to all applicable national, state, municipal and local specifications. 04.02.00 Installation The contractor shall furnish all labor, equipment, materials and incidentals required to install the (SCBFD) device(s) and appurtenances in accordance with the drawings, installation manual, and these specifications, and be inspected and approved by the local governing agency. Installation contractor should possess a Confined Space Entry Certification Permit, pursuant to OSHA standards. Any damage to catch basin and surrounding infrastructure caused by the installation of the SCBFD is the responsibility of the installation contractor. POLLUTANT REMOVAL EFFICIENCY TSS-(down to 100 microns) 93% Stormwater Catch Basin Filtration Device Page 5 of 6 04.02.01 Shelf System will be installed in accordance with manufactures’ recommendations. The Trough component will be installed the complete width of the curb opening, or underneath any wings as to provide 100% coverage of incoming stormwater. The Weir component of the Shelf System must be located directly under the manhole opening or other access point (not including the curb opening) regardless of its position relative of the curb opening. The Shelf System must be properly mounted and assembled inside the catch basin with drive pins and pop rivets per manufacture’s recommendations. Once the Shelf System is secured to the walls of the catch basin all seams must be filled with sealant per section 02.01.03. 04.02.02 Filter Basket will be inserted through the manhole opening or access point of the Shelf System directly without entry into the basin. The Filtration Basket shall be fully visible from finish surface while looking into the access point for ease of inspection and maintenance. The curb opening itself is not a point of access as maintenance personnel cannot enter. 04.03.00 Shipping, Storage and Handling 04.03.01 Shipping – SCBFD shall be shipped to the contractor’s address and is the responsibility of the contractor to transport the unit(s) to the exact site of installation. 04.03.02 Storage and Handling– The contractor shall exercise care in the storage and handling of the SCBFD(s) and its components prior to and during installation. Any repair or replacement costs associated with events occurring after delivery is accepted, and unloading has commenced shall be born by the contractor. The SCBFD(s) and its components shall always be stored indoors and transported inside the original shipping container(s) until the SCBFD(s) are ready to be installed. The SCBFD shall always be handled with care and lifted according to OSHA and NIOSA lifting recommendations and/or contractor’s workplace safety professional recommendations. 04.04.00 Maintenance and Inspection 04.04.01 Inspection – After installation, the contractor shall demonstrate that the SCBFD has been properly installed at the correct location(s), elevations, and with appropriate supports and fasteners. All components associated with the SCBFD and its installation shall be subject to inspection by the engineer of work, governing agency, and the manufacture at the place of installation. In addition, the contractor shall demonstrate that the SCBFD has been installed per the manufacturer’s specifications and recommendations. SCBFD(s) shall be physically inspected regularly in accordance to owner’s Stormwater Pollution Prevention Plans (SWPPP) and manufacture’s recommendations. An inspection record shall be kept by the inspection operator. The record shall include the condition of the SCBFD and its appurtenances. The most current copy of the inspection record shall always be copied and placed in the owner’s SWPPP. 04.04.02 Maintenance – Routine maintenance and cleaning time of the SCBFD shall take no more than 15 minutes. Routine maintenance and cleaning time shall be field test certified by a third party per section 03.01.05. SCBFD(s) must be completely maintained from outside the catch basin. The SCBFD(s) shall be inspected, maintained and cleaned 2 to 4 times a and/or in accordance to owner’s Stormwater Pollution Prevention Plans (SWPPP). The maintenance shall be preformed by someone qualified. A Maintenance Manual is available upon request from the manufacturer. The manual has detailed information Stormwater Catch Basin Filtration Device Page 6 of 6 regarding the maintenance of the SCBFD. A Maintenance Record shall be kept by the maintenance operator. The Maintenance Record shall include any maintenance activities preformed, amount and description of debris collected, and the condition of the filter. The most current copy of the Maintenance Record shall always be copied and placed in the owner’s SWPPP. 04.04.03 Material Disposal - All debris, trash, organics, and sediments captured and removed from the SCBFD shall be transported and disposed of at an approved facility for disposal in accordance with local and state regulations. Please refer to state and local regulations for the proper disposal of toxic and non-toxic material. PART 5 – QUALITY ASSURANCE 05.01.00 Warranty The manufacturer shall guarantee the SCBFD against all manufacturing defects in materials and workmanship for a period of (8) years from the date of delivery to the contractor. The manufacturer shall be notified of repair or replacement issues in writing within the warranty period. The SCBFD is limited to recommended application for which it was designed. [End of This Section] ‐ 33 ‐ Appendix 7: Hydromodification Supporting Detail Relating to Hydrologic Conditions of Concern Sedco Master Plan of Drainage Line D Storm Drain Plans Drawings No. 3‐119 Depicting Discharge point for Storm Drain Line from Project Site with direct discharge into Lake Elsinore WILSON MIKAMI CORPORATION PARK WILSON MIKAMI CORPORATION - 34 - Appendix 8: Source Control Pollutant Sources/Source Control Checklist - 35 - Appendix 9: O&M Operation and Maintenance Plan and Documentation of Finance, Maintenance and Recording Mechanisms - 38 - Appendix 10: Educational Materials BMP Fact Sheets, Maintenance Guidelines and Other End-User BMP Information Cleaning and Maintenance Manual Curb Inlet Basket/Round Curb Inlet Basket Maintenance Maintenance: The filter is designed to allow for the use of vacuum removal of captured materials in the filter basket, serviceable by centrifugal compressor vacuum units without causing damage to the filter or any part of the mounting and attachment hardware during normal cleaning and maintenance. Filters can be cleaned and vacuumed from the manhole-opening. Entering the catch basin to clean the filters is not necessary. Maintenance Notes: 1. Bio Clean Environmental Services, Inc. recommends cleaning and maintenance of the Curb Inlet Basket a minimum of two to four times per year or following a significant rain event that would potentially accumulate a large amount of debris to the system. The hydrocarbon boom should be replaced a minimum of twice per year or at each service as needed. 2. Any person performing maintenance activities that require entering the catch basin or handle a toxic substance have completed the proper training as required by OSHA. 3. Remove manhole lid to gain access to inlet filter insert. The filter basket should be located directly under the manhole lid. Under normal conditions, cleaning and maintenance of the Curb Inlet Basket will be performed from above ground surface. 4. Special Note: entry into an underground manhole, catch basin and stormwater vault requires training in an approved Confined Space Entry Program. 5. Remove all trash, debris, organics, and sediments collected by the inlet filter insert. Removal of the trash and debris can be done manually or with the use of a vactor truck. Manual removal of debris may be done by lifting the basket from the shelf and pulling the basket from the catch basin and dumping out the collected debris. 6. Any debris located on the shelf system can be either removed from the shelf or can be pushed into the basket and retrieved from basket. 7. Evaluation of the hydrocarbon boom shall be performed at each cleaning. If the boom is filled with hydrocarbons and oils it should be replaced. Removed boom by cutting plastic ties and remove boom. Attach new boom to basket with plastic ties through pre-drilled holes in basket. 8. Place manhole lid back on manhole opening. 9. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. The hydrocarbon boom with adsorbed hydrocarbons is considered hazardous waste and need to be handled and disposed of as hazardous material. Please refer to state and local regulations for the proper disposal of used motor oil/filters. 10. Following maintenance and/or inspection, the maintenance operator shall prepare a maintenance/inspection record. The record shall include any maintenance activities performed, amount and description of debris collected, and condition of filter. The owner shall retain the maintenance/inspection record for a minimum of five years from the date of maintenance. These records shall be made available to the governing municipality for inspection upon request at any time. 11. Any toxic substance or item found in the filter is considered as hazardous material can only be handled by a certified hazardous waste trained person (minimum 24-hour hazwoper). 398 Via El Centro, Oceanside, CA 92058 (760 433-7640 Fax (760) 433-3176 www.biocleanenvironmental.com CDS Guide Operation, Design, Performance and Maintenance ENGINEERED SOLUTIONS 2 CDS® Using patented continuous deflective separation technology, the CDS system screens, separates and traps debris, sediment, and oil and grease from stormwater runoff. The indirect screening capability of the system allows for 100% removal of floatables and neutrally buoyant material without blinding. Flow and screening controls physically separate captured solids, and minimize the re-suspension and release of previously trapped pollutants. Inline units can treat up to 6 cfs, and internally bypass flows in excess of 50 cfs (1416 L/s). Available precast or cast-in- place, offline units can treat flows from 1 to 300 cfs (28.3 to 8495 L/s). The pollutant removal capacity of the CDS system has been proven in lab and field testing. Operation Overview Stormwater enters the diversion chamber where the diversion weir guides the flow into the unit’s separation chamber and pollutants are removed from the flow. All flows up to the system’s treatment design capacity enter the separation chamber and are treated. Swirl concentration and screen deflection force floatables and solids to the center of the separation chamber where 100% of floatables and neutrally buoyant debris larger than the screen apertures are trapped. Stormwater then moves through the separation screen, under the oil baffle and exits the system. The separation screen remains clog free due to continuous deflection. During the flow events exceeding the treatment design capacity, the diversion weir bypasses excessive flows around the separation chamber, so captured pollutants are retained in the separation cylinder. Design Basics There are three primary methods of sizing a CDS system. The Water Quality Flow Rate Method determines which model size provides the desired removal efficiency at a given flow rate for a defined particle size. The Rational Rainfall Method™ or the and Probabilistic Method is used when a specific removal efficiency of the net annual sediment load is required. Typically in the Unites States, CDS systems are designed to achieve an 80% annual solids load reduction based on lab generated performance curves for a gradation with an average particle size (d50) of 125 microns (μm). For some regulatory environments, CDS systems can also be designed to achieve an 80% annual solids load reduction based on an average particle size (d50) of 75 microns (μm) or 50 microns (μm). Water Quality Flow Rate Method In some cases, regulations require that a specific treatment rate, often referred to as the water quality design flow (WQQ), be treated. This WQQ represents the peak flow rate from either an event with a specific recurrence interval, e.g. the six-month storm, or a water quality depth, e.g. 1/2-inch (13 mm) of rainfall. The CDS is designed to treat all flows up to the WQQ. At influent rates higher than the WQQ, the diversion weir will direct most flow exceeding the WQQ around the separation chamber. This allows removal efficiency to remain relatively constant in the separation chamber and eliminates the risk of washout during bypass flows regardless of influent flow rates. Treatment flow rates are defined as the rate at which the CDS will remove a specific gradation of sediment at a specific removal efficiency. Therefore the treatment flow rate is variable, based on the gradation and removal efficiency specified by the design engineer. Rational Rainfall Method™ Differences in local climate, topography and scale make every site hydraulically unique. It is important to take these factors into consideration when estimating the long-term performance of any stormwater treatment system. The Rational Rainfall Method combines site-specific information with laboratory generated performance data, and local historical precipitation records to estimate removal efficiencies as accurately as possible. Short duration rain gauge records from across the United States and Canada were analyzed to determine the percent of the total annual rainfall that fell at a range of intensities. US stations’ depths were totaled every 15 minutes, or hourly, and recorded in 0.01-inch increments. Depths were recorded hourly with 1-mm resolution at Canadian stations. One trend was consistent at all sites; the vast majority of precipitation fell at low intensities and high intensity storms contributed relatively little to the total annual depth. These intensities, along with the total drainage area and runoff coefficient for each specific site, are translated into flow rates using the Rational Rainfall Method. Since most sites are relatively small and highly impervious, the Rational Rainfall Method is appropriate. Based on the runoff flow rates calculated for each intensity, operating rates within a proposed CDS system are GRATE INLET (CAST IRON HOOD FOR CURB INLET OPENING) CREST OF BYPASS WEIR (ONE EASH SIDE) INLET (MULTIPLE PIPES POSSIBLE) OIL BAFFLE SUMP STORAGESEPARATION SLAB TREATMENT SCREEN OUTLET INLET FLUME SEPARATION CYLINDER CLEAN OUT (REQUIRED) DEFLECTION PAN, 3 SIDED (GRATE INLET DESIGN) 3 determined. Performance efficiency curve determined from full scale laboratory tests on defined sediment PSDs is applied to calculate solids removal efficiency. The relative removal efficiency at each operating rate is added to produce a net annual pollutant removal efficiency estimate. Probabilistic Rational Method The Probabilistic Rational Method is a sizing program Contech developed to estimate a net annual sediment load reduction for a particular CDS model based on site size, site runoff coefficient, regional rainfall intensity distribution, and anticipated pollutant characteristics. The Probabilistic Method is an extension of the Rational Method used to estimate peak discharge rates generated by storm events of varying statistical return frequencies (e.g. 2-year storm event). Under the Rational Method, an adjustment factor is used to adjust the runoff coefficient estimated for the 10-year event, correlating a known hydrologic parameter with the target storm event. The rainfall intensities vary depending on the return frequency of the storm event under consideration. In general, these two frequency dependent parameters (rainfall intensity and runoff coefficient) increase as the return frequency increases while the drainage area remains constant. These intensities, along with the total drainage area and runoff coefficient for each specific site, are translated into flow rates using the Rational Method. Since most sites are relatively small and highly impervious, the Rational Method is appropriate. Based on the runoff flow rates calculated for each intensity, operating rates within a proposed CDS are determined. Performance efficiency curve on defined sediment PSDs is applied to calculate solids removal efficiency. The relative removal efficiency at each operating rate is added to produce a net annual pollutant removal efficiency estimate. Treatment Flow Rate The inlet throat area is sized to ensure that the WQQ passes through the separation chamber at a water surface elevation equal to the crest of the diversion weir. The diversion weir bypasses excessive flows around the separation chamber, thus preventing re-suspension or re-entrainment of previously captured particles. Hydraulic Capacity The hydraulic capacity of a CDS system is determined by the length and height of the diversion weir and by the maximum allowable head in the system. Typical configurations allow hydraulic capacities of up to ten times the treatment flow rate. The crest of the diversion weir may be lowered and the inlet throat may be widened to increase the capacity of the system at a given water surface elevation. The unit is designed to meet project specific hydraulic requirements. Performance Full-Scale Laboratory Test Results A full-scale CDS system (Model CDS2020-5B) was tested at the facility of University of Florida, Gainesville, FL. This CDS unit was evaluated under controlled laboratory conditions of influent flow rate and addition of sediment. Two different gradations of silica sand material (UF Sediment & OK-110) were used in the CDS performance evaluation. The particle size distributions (PSDs) of the test materials were analyzed using standard method “Gradation ASTM D-422 “Standard Test Method for Particle-Size Analysis of Soils” by a certified laboratory. UF Sediment is a mixture of three different products produced by the U.S. Silica Company: “Sil-Co-Sil 106”, “#1 DRY” and “20/40 Oil Frac”. Particle size distribution analysis shows that the UF Sediment has a very fine gradation (d50 = 20 to 30 μm) covering a wide size range (Coefficient of Uniformity, C averaged at 10.6). In comparison with the hypothetical TSS gradation specified in the NJDEP (New Jersey Department of Environmental Protection) and NJCAT (New Jersey Corporation for Advanced Technology) protocol for lab testing, the UF Sediment covers a similar range of particle size but with a finer d50 (d50 for NJDEP is approximately 50 μm) (NJDEP, 2003). The OK-110 silica sand is a commercial product of U.S. Silica Sand. The particle size distribution analysis of this material, also included in Figure 1, shows that 99.9% of the OK-110 sand is finer than 250 microns, with a mean particle size (d50) of 106 microns. The PSDs for the test material are shown in Figure 1. Figure 1. Particle size distributions Tests were conducted to quantify the performance of a specific CDS unit (1.1 cfs (31.3-L/s) design capacity) at various flow rates, ranging from 1% up to 125% of the treatment design capacity of the unit, using the 2400 micron screen. All tests were conducted with controlled influent concentrations of approximately 200 mg/L. Effluent samples were taken at equal time intervals across the entire duration of each test run. These samples were then processed with a Dekaport Cone sample splitter to obtain representative sub-samples for Suspended Sediment Concentration (SSC) testing using ASTM D3977-97 “Standard Test Methods for Determining Sediment Concentration in Water Samples”, and particle size distribution analysis. Results and Modeling Based on the data from the University of Florida, a performance model was developed for the CDS system. A regression analysis was used to develop a fitting curve representative of the scattered data points at various design flow rates. This model, which demonstrated good agreement with the laboratory data, can then be used to predict CDS system performance with respect 4 to SSC removal for any particle size gradation, assuming the particles are inorganic sandy-silt. Figure 2 shows CDS predictive performance for two typical particle size gradations (NJCAT gradation and OK-110 sand) as a function of operating rate. Figure 2. CDS stormwater treatment predictive performance for various particle gradations as a function of operating rate. Many regulatory jurisdictions set a performance standard for hydrodynamic devices by stating that the devices shall be capable of achieving an 80% removal efficiency for particles having a mean particle size (d50) of 125 microns (e.g. Washington State Department of Ecology — WASDOE - 2008). The model can be used to calculate the expected performance of such a PSD (shown in Figure 3). The model indicates (Figure 4) that the CDS system with 2400 micron screen achieves approximately 80% removal at the design (100%) flow rate, for this particle size distribution (d50 = 125 μm). Figure 3. WASDOE PSD Figure 4. Modeled performance for WASDOE PSD. Maintenance The CDS system should be inspected at regular intervals and maintained when necessary to ensure optimum performance. The rate at which the system collects pollutants will depend more heavily on site activities than the size of the unit. For example, unstable soils or heavy winter sanding will cause the grit chamber to fill more quickly but regular sweeping of paved surfaces will slow accumulation. Inspection Inspection is the key to effective maintenance and is easily performed. Pollutant transport and deposition may vary from year to year and regular inspections will help ensure that the system is cleaned out at the appropriate time. At a minimum, inspections should be performed twice per year (e.g. spring and fall) however more frequent inspections may be necessary in climates where winter sanding operations may lead to rapid accumulations, or in equipment washdown areas. Installations should also be inspected more frequently where excessive amounts of trash are expected. The visual inspection should ascertain that the system components are in working order and that there are no blockages or obstructions in the inlet and separation screen. The inspection should also quantify the accumulation of hydrocarbons, trash, and sediment in the system. Measuring pollutant accumulation can be done with a calibrated dipstick, tape measure or other measuring instrument. If absorbent material is used for enhanced removal of hydrocarbons, the level of discoloration of the sorbent material should also be identified 5 during inspection. It is useful and often required as part of an operating permit to keep a record of each inspection. A simple form for doing so is provided. Access to the CDS unit is typically achieved through two manhole access covers. One opening allows for inspection and cleanout of the separation chamber (cylinder and screen) and isolated sump. The other allows for inspection and cleanout of sediment captured and retained outside the screen. For deep units, a single manhole access point would allows both sump cleanout and access outside the screen. The CDS system should be cleaned when the level of sediment has reached 75% of capacity in the isolated sump or when an appreciable level of hydrocarbons and trash has accumulated. If absorbent material is used, it should be replaced when significant discoloration has occurred. Performance will not be impacted until 100% of the sump capacity is exceeded however it is recommended that the system be cleaned prior to that for easier removal of sediment. The level of sediment is easily determined by measuring from finished grade down to the top of the sediment pile. To avoid underestimating the level of sediment in the chamber, the measuring device must be lowered to the top of the sediment pile carefully. Particles at the top of the pile typically offer less resistance to the end of the rod than consolidated particles toward the bottom of the pile. Once this measurement is recorded, it should be compared to the as-built drawing for the unit to determine weather the height of the sediment pile off the bottom of the sump floor exceeds 75% of the total height of isolated sump. Cleaning Cleaning of a CDS systems should be done during dry weather conditions when no flow is entering the system. The use of a vacuum truck is generally the most effective and convenient method of removing pollutants from the system. Simply remove the manhole covers and insert the vacuum hose into the sump. The system should be completely drained down and the sump fully evacuated of sediment. The area outside the screen should also be cleaned out if pollutant build-up exists in this area. In installations where the risk of petroleum spills is small, liquid contaminants may not accumulate as quickly as sediment. However, the system should be cleaned out immediately in the event of an oil or gasoline spill. Motor oil and other hydrocarbons that accumulate on a more routine basis should be removed when an appreciable layer has been captured. To remove these pollutants, it may be preferable to use absorbent pads since they are usually less expensive to dispose than the oil/water emulsion that may be created by vacuuming the oily layer. Trash and debris can be netted out to separate it from the other pollutants. The screen should be cleaned to ensure it is free of trash and debris. Manhole covers should be securely seated following cleaning activities to prevent leakage of runoff into the system from above and also to ensure that proper safety precautions have been followed. Confined space entry procedures need to be followed if physical access is required. Disposal of all material removed from the CDS system should be done in accordance with local regulations. In many jurisdictions, disposal of the sediments may be handled in the same manner as the disposal of sediments removed from catch basins or deep sump manholes. Check your local regulations for specific requirements on disposal. 6 CDS Diameter Distance from Water Surface Sediment Model to Top of Sediment Pile Storage Capacity ft m ft m yd3 m3 CDS2015-4 4 1.2 3.0 0.9 0.5 0.4 CDS2015 5 1.5 3.0 0.9 1.3 1.0 CDS2020 5 1.5 3.5 1.1 1.3 1.0 CDS2025 5 1.5 4.0 1.2 1.3 1.0 CDS3020 6 1.8 4.0 1.2 2.1 1.6 CDS3030 6 1.8 4.6 1.4 2.1 1.6 CDS3035 6 1.8 5.0 1.5 2.1 1.6 CDS4030 8 2.4 4.6 1.4 5.6 4.3 CDS4040 8 2.4 5.7 1.7 5.6 4.3 CDS4045 8 2.4 6.2 1.9 5.6 4.3 Table 1: CDS Maintenance Indicators and Sediment Storage Capacities Note: To avoid underestimating the volume of sediment in the chamber, carefully lower the measuring device to the top of the sediment pile. Finer silty particles at the top of the pile may be more difficult to feel with a measuring stick. These finer particles typically offer less resistance to the end of the rod than larger particles toward the bottom of the pile. 7 CDS Inspection & Maintenance Log CDS Model: Location: Water Floatable Describe Maintenance Date depth to Layer Maintenance Personnel Comments sediment1 Thickness2 Performed —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— 1. The water depth to sediment is determined by taking two measurements with a stadia rod: one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface. If the difference between these measurements is less than the values listed in table 1 the system should be cleaned out. Note: to avoid underestimating the volume of sediment in the chamber, the measuring device must be carefully lowered to the top of the sediment pile. 2. For optimum performance, the system should be cleaned out when the floating hydrocarbon layer accumulates to an appreciable thickness. In the event of an oil spill, the system should be cleaned immediately. 8 Support • Drawings and specifications are available at www.ContechES.com. • Site-specific design support is available from our engineers. ©2014 Contech Engineered Solutions LLC Contech Engineered Solutions provides site solutions for the civil engineering industry. Contech’s portfolio includes bridges, drainage, sanitary sewer, stormwater, earth stabilization and wastewater products. For information on other Contech division offerings, visit www.ContechES.com or call 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 CONDITION OF SALES (VIEWABLE AT Www.ContechES.com/COS) FOR APPLICABLE WARRANTIES AND OTHER IMPORTANT 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 cds_manual 7/14 PDF ENGINEERED SOLUTIONS Cleaning and Maintenance Manual Curb Inlet Basket/Round Curb Inlet Basket Maintenance Maintenance: The filter is designed to allow for the use of vacuum removal of captured materials in the filter basket, serviceable by centrifugal compressor vacuum units without causing damage to the filter or any part of the mounting and attachment hardware during normal cleaning and maintenance. Filters can be cleaned and vacuumed from the manhole-opening. Entering the catch basin to clean the filters is not necessary. Maintenance Notes: 1. Bio Clean Environmental Services, Inc. recommends cleaning and maintenance of the Curb Inlet Basket a minimum of two to four times per year or following a significant rain event that would potentially accumulate a large amount of debris to the system. The hydrocarbon boom should be replaced a minimum of twice per year or at each service as needed. 2. Any person performing maintenance activities that require entering the catch basin or handle a toxic substance have completed the proper training as required by OSHA. 3. Remove manhole lid to gain access to inlet filter insert. The filter basket should be located directly under the manhole lid. Under normal conditions, cleaning and maintenance of the Curb Inlet Basket will be performed from above ground surface. 4. Special Note: entry into an underground manhole, catch basin and stormwater vault requires training in an approved Confined Space Entry Program. 5. Remove all trash, debris, organics, and sediments collected by the inlet filter insert. Removal of the trash and debris can be done manually or with the use of a vactor truck. Manual removal of debris may be done by lifting the basket from the shelf and pulling the basket from the catch basin and dumping out the collected debris. 6. Any debris located on the shelf system can be either removed from the shelf or can be pushed into the basket and retrieved from basket. 7. Evaluation of the hydrocarbon boom shall be performed at each cleaning. If the boom is filled with hydrocarbons and oils it should be replaced. Removed boom by cutting plastic ties and remove boom. Attach new boom to basket with plastic ties through pre-drilled holes in basket. 8. Place manhole lid back on manhole opening. 9. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. The hydrocarbon boom with adsorbed hydrocarbons is considered hazardous waste and need to be handled and disposed of as hazardous material. Please refer to state and local regulations for the proper disposal of used motor oil/filters. 10. Following maintenance and/or inspection, the maintenance operator shall prepare a maintenance/inspection record. The record shall include any maintenance activities performed, amount and description of debris collected, and condition of filter. The owner shall retain the maintenance/inspection record for a minimum of five years from the date of maintenance. These records shall be made available to the governing municipality for inspection upon request at any time. 11. Any toxic substance or item found in the filter is considered as hazardous material can only be handled by a certified hazardous waste trained person (minimum 24-hour hazwoper). 398 Via El Centro, Oceanside, CA 92058 (760 433-7640 Fax (760) 433-3176 www.biocleanenvironmental.com