Loading...
HomeMy WebLinkAboutCUP 2020-0003; RECYCLED WATER PHASE III D-4; PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR RECYCLED WATER PHASE 3 D-4 STORAGE RESERVOIR; 2023-03-06 CITY OF CARLSBAD PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR Recycled Water Phase III D-4 Storage Reservoir CUP 2020-0003 / CDP 2020-0021 DWG 518-9A GR-2022-0042 ENGINEER OF WORK: Richard S. Tomlinson, Jr. NV5, Inc. 15092 Ave. Of Science San Diego, CA 92128 619-987-5032 PREPARED FOR: Carlsbad Municipal Water District 5950 El Camino Real Carlsbad, CA 92008 PREPARED BY: NV5, Inc. 15092 Ave. Of Science San Diego, CA 92128 858-385-0500 DATE: July 9, 2019 REVISED: June 24, 2021 September 21, 2021 October 5, 2021 November 2, 2021 March 15, 2022 September 29, 2022 October 10,2022 December 20, 2022 January 17, 2023 March 6, 2023 March 6, 2023 TABLE OF CONTENTS Certification Page Project Vicinity Map FORM E-34 Storm Water Standard Questionnaire Site Information FORM E-36 Standard Project Requirement Checklist Summary of PDP Structural BMPs Attachment 1: Backup for PDP Pollutant Control BMPs Attachment 1a: DMA Exhibit Attachment 1b: Tabular Summary of DMAs and Design Capture Volume Calculations Attachment 1c: Harvest and Use Feasibility Screening (when applicable) Attachment 1d: Infiltration Feasibility Analysis (when applicable) Attachment 1e: Pollutant Control BMP Design Worksheets / Calculations Attachment 1f: Trash Capture BMP Requirements Attachment 2: Backup for PDP Hydromodification Control Measures Attachment 2a: Hydromodification Management Exhibit Attachment 2b: Management of Critical Coarse Sediment Yield Areas Attachment 2c: Geomorphic Assessment of Receiving Channels Attachment 2d: Flow Control Facility Design Attachment 3: Structural BMP Maintenance Thresholds and Actions Attachment 4: Single Sheet BMP (SSBMP) Exhibit Attachment 5: Geotechnical Report CERTIFICATION PAGE Project Name: Recycled Water Phase III, D-4 Storage Reservoir Project ID: CUP 2020-0003 I hereby declare that I am the Engineer in Responsible Charge of design of storm water BMPs for this project, and that I have exercised responsible charge over the design of the project as defined in Section 6703 of the Business and Professions Code, and that the design is consistent with the requirements of the BMP Design Manual, which is based on the requirements of SDRWQCB Order No. R9-2013-0001 (MS4 Permit) or the current Order. I have read and understand that the City Engineer has adopted minimum requirements for managing urban runoff, including storm water, from land development activities, as described in the BMP Design Manual. I certify that this SWQMP has been completed to the best of my ability and accurately reflects the project being proposed and the applicable source control and site design BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I understand and acknowledge that the plan check review of this SWQMP by the City Engineer is confined to a review and does not relieve me, as the Engineer in Responsible Charge of design of storm water BMPs for this project, of my responsibilities for project design. 59276 6/30/2023 Engineer of Work's Signature, PE Number & Expiration Date Richard S Tomlinson, Jr. Print Name NV5, Inc. Company 3/6/2023 Date PROJECT VICINITY MAP CITY OF" OCEANSIDE PACIFIC OCEAN 'la CITY OF" y OF" N MARCOS ,.__,PROJECT LOCATION BLACK RAIL RD To address post-development pollutants that may be generated from development projects, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual, refer to the Engineering Standards (Volume 5). This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to ‘STANDARD PROJECT’ requirements, ‘STANDARD PROJECT’ with TRASH CAPTURE REQUIREMENTS, or be subject to ‘PRIORITY DEVELOPMENT PROJECT’ (PDP) requirements. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the city. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A completed and signed questionnaire must be submitted with each development project application. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. PROJECT INFORMATION PROJECT NAME: APN: ADDRESS: The project is (check one): New Development Redevelopment The total proposed disturbed area is: ft2 ( ) acres The total proposed newly created and/or replaced impervious area is: ft2 ( ) acres If your project is covered by an approved SWQMP as part of a larger development project, provide the project ID and the SWQMP # of the larger development project: Project ID SWQMP #: Then, go to Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. This Box for City Use Only City Concurrence: YES NO Date: Project ID: By: E-34 Page 1 of 4 REV 02/22 Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750 www.carlsbadca.gov STORM WATER STANDARDS QUESTIONNAIRE E-34 INSTRUCTIONS: Recycled Water Phase III, D-4 Storage Reservoir Black Rail Road 215-08-116 33,000 0.758 12,454 0.286 E-34 Page 2 of 4 REV 02/22 STEP 1 TO BE COMPLETED FOR ALL PROJECTS To determine if your project is a “development project”, please answer the following question: YES NO Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? If you answered “yes” to the above question, provide justification below then go to Step 6, mark the box stating “my project is not a ‘development project’ and not subject to the requirements of the BMP manual” and complete applicant information. Justification/discussion: (e.g. the project includes only interior remodels within an existing building): If you answered “no” to the above question, the project is a ‘development project’, go to Step 2. STEP 2 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: Is your project LIMITED to one or more of the following: YES NO 1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; OR b) Designed and constructed to be hydraulically disconnected from paved streets or roads; OR c) Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets guidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in accordance with the USEPA Green Streets guidance? 3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? If you answered “yes” to one or more of the above questions, provide discussion/justification below, then go to Step 6, mark the second box stating “my project is EXEMPT from PDP …” and complete applicant information. Discussion to justify exemption ( e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): If you answered “no” to the above questions, your project is not exempt from PDP, go to Step 3. E-34 Page 3 of 4 REV 02/22 * Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat Management Plan; and any other equivalent environmentally sensitive areas which have been identified by the City. STEP 3 TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1)): YES NO 1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 2. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 3. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside development project includes development on any natural slope that is twenty-five percent or greater. 5. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. 6. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious street, road, highway, freeway or driveway surface collectively over the entire project site? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. 7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? “Discharging Directly to” includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not commingled with flows from adjacent lands).* 8. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface that supports an automotive repair shop? An automotive repair shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. 9. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes RGO’s that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles per day. 10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land and are expected to generate pollutants post construction? 11. Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC 21.203.040) If you answered “yes” to one or more of the above questions, your project is a PDP. If your project is a redevelopment project, go to step 4. If your project is a new project, go to step 6, check the first box stating, “My project is a PDP …” and complete applicant information. If you answered “no” to all of the above questions, your project is a ‘STANDARD PROJECT’. Go to step 5, complete the trash capture questions.. E-34 Page 4 of 4 REV 02/22 STEP 4 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP) ONLY Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? Complete the percent impervious calculation below: Existing impervious area (A) = sq. ft. Total proposed newly created or replaced impervious area (B) = sq. ft. Percent impervious area created or replaced (B/A)*100 = % If you answered “yes”, the structural BMPs required for PDP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 6, check the first box stating, “My project is a PDP …” and complete applicant information. If you answered “no,” the structural BMP’s required for PDP apply to the entire development. Go to step 6, check the first box stating, “My project is a PDP …” and complete applicant information. STEP 5 TO BE COMPLETED FOR STANDARD PROJECTS Complete the question below regarding your Standard Project (SDRWQCB Order No. 2017-0077): YES NO Is the Standard Project within any of the following Priority Land Use (PLU) categories? R-23 (15-23 du/ac), R-30 (23-30 du/ac), PI (Planned Industrial), CF (Community Facilities), GC (General Commercial), L (Local Shopping Center), R (Regional Commercial), V-B (Village-Barrio), VC (Visitor Commercial), O (Office), VC/OS (Visitor Commercial/Open Space), PI/O (Planned Industrial/Office), or Public Transportation Station If you answered “yes”, the ‘STANDARD PROJECT’ is subject to TRASH CAPTURE REQUIREMENTS. Go to step 6, check the third box stating, “My project is a ‘STANDARD PROJECT’ subject to TRASH CAPTURE REQUIREMENTS …” and complete applicant information. If you answered “no”, your project is a ‘STANDARD PROJECT’. Go to step 6, check the second box stating, “My project is a ‘STANDARD PROJECT’…” and complete applicant information. STEP 6 CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) per E-35 template for submittal at time of application. My project is a ‘STANDARD PROJECT’ OR EXEMPT from PDP and must only comply with ‘STANDARD PROJECT’ stormwater requirements of the BMP Manual. As part of these requirements, I will submit a “Standard Project Requirement Checklist Form E-36” and incorporate low impact development strategies throughout my project. My project is a ‘STANDARD PROJECT’ subject to TRASH CAPTURE REQUIREMENTS and must comply with TRASH CAPTURE REQUIREMENTS of the BMP Manual. I understand I must prepare a TRASH CAPTURE Storm Water Quality Management Plan (SWQMP) per E-35A template for submittal at time of application. Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations and exhibits to verify if ‘STANDARD PROJECT’ stormwater requirements apply. My project is NOT a ‘development project’ and is not subject to the requirements of the BMP Manual. Applicant Information and Signature Box Applicant Name: Applicant Title: Applicant Signature: Date: 12,454 72,536 17 Richard Tomlinson Project Manager 3-15-22 SITE INFORMATION CHECKLIST Project Summary Information Project Name Recycled Water Phase III, D-4 Storage Reservoir Project ID CUP 2020-0003 Project Address Black Rail Road Carlsbad, CA Assessor's Parcel Number(s) (APN(s)) 215-081-15, 215-081-16 Project Watershed (Hydrologic Unit) Carlsbad 904 Parcel Area 4.46 Acres ( 194,277 Square Feet) Existing Impervious Area (subset of Parcel Area) 1.67 Acres ( 72,536 Square Feet) Area to be disturbed by the project (Project Area) 0.758 Acres ( 33,000 Square Feet) Project Proposed Impervious Area (subset of Project Area) 0.286 Acres ( 12,454 Square Feet) Project Proposed Pervious Area (subset of Project Area) 0.472 Acres ( 20,546 Square Feet) Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the Project. This may be less than the Parcel Area. Description of Existing Site Condition and Drainage Patterns Current Status of the Site (select all that apply): Existing development X Previously graded but not built out Agricultural or other non-impervious use Vacant, undeveloped/natural Description / Additional Information: Existing Land Cover Includes (select all that apply): Vegetative Cover X Non-Vegetated Pervious Areas Impervious Areas Description / Additional Information: Underlying Soil belongs to Hydrologic Soil Group (select all that apply): NRCS Type A X NRCS Type B NRCS Type C NRCS Type D Approximate Depth to Groundwater (GW): GW Depth < 5 feet 5 feet < GW Depth < 10 feet 10 feet < GW Depth < 20 feet X GW Depth > 20 feet Existing Natural Hydrologic Features (select all that apply): Watercourses Seeps Springs Wetlands X None Description / Additional Information: Description of Existing Site Topography and Drainage [How is storm water runoff conveyed from the site? At a minimum, this description should answer (1) whether existing drainage conveyance is natural or urban; (2) describe existing constructed storm water conveyance systems, if applicable; and (3) is runoff from offsite conveyed through the site? if so, describe]: 1. The existing drainage would not be considered natural; however, it is not a formal drainage system. Flows surface flow to the north portion of the site. The flows discharge off site to an existing brow ditch. 2. There are no formal drainage improvements on site. 3. No runoff is conveyed from off-site. Description of Proposed Site Development and Drainage Patterns Project Description / Proposed Land Use and/or Activities: The project proposes the construction of a 1.5 million gallon recycled water reservoir, an access road around the tank, and an access driveway to the tank. List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features): Impervious features include the tank, access road, and access driveway. List/describe proposed pervious features of the project (e.g., landscape areas): Pervious areas include the slope around the tank site and the adjacent areas. The pervious areas will not be ornamentally landscaped. Does the project include grading and changes to site topography? X Yes No Description / Additional Information: Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)? Yes X No Description / Additional Information: The project proposes the installation of a biofiltration basin, an overflow storm drain riser, and an 6” PVC pipe to drain the biofiltration basin. The basin will discharge in the same location as in the existing condition, into the brow ditch flowing off site. Identify whether any of the following features, activities, and/or pollutant source areas will be present (select all that apply): X On-site storm drain inlets Interior floor drains and elevator shaft sump pumps Interior parking garages Need for future indoor & structural pest control Landscape/Outdoor Pesticide Use Pools, spas, ponds, decorative fountains, and other water features Food service Refuse areas Industrial processes Outdoor storage of equipment or materials Vehicle and Equipment Cleaning Vehicle/Equipment Repair and Maintenance Fuel Dispensing Areas Loading Docks Fire Sprinkler Test Water Miscellaneous Drain or Wash Water Plazas, sidewalks, and parking lots Identification of Receiving Water Pollutants of Concern Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable): List any 303(d) impaired water bodies within the path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable), identify the pollutant(s)/stressor(s) causing impairment, and identify any TMDLs for the impaired water bodies: 303(d) Impaired Water Body Pollutant(s)/Stressor(s) TMDLs Pacific Ocean Indicator Bacteria - Total Coliform - Batiquitos Lagoon Toxicity - Identification of Project Site Pollutants Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see Table B.6-1 below): Pollutant Not Applicable to the Project Site Anticipated from the Project Site Also a Receiving Water Pollutant of Concern Sediment X Nutrients X Heavy Metals X Organic Compounds X Trash & Debris X Oxygen Demanding Substances X Oil & Grease X Bacteria & Viruses X X Pesticides X Trash Capture BMP Requirements The project must meet the following Trash Capture BMP Requirements (see Section 4.4 of the BMP Design Manual): 1) The trash capture BMP is sized for a one-year, one-hour storm event or equivalent storm drain system, and 2) the trash capture BMP captures trash equal or greater to 5mm. Description / Discussion of Trash Capture BMPs: Overflow catch basin in biofiltration basin will be fitted with a catch basin inlet filter which will capture trash before it leaves the site. Hydromodification Management Requirements Do hydromodification management requirements apply (see Section 1.6 of the BMP Design Manual)? X Yes, hydromodification management flow control structural BMPs required. No, the project will discharge runoff directly to existing underground storm drains discharging directly to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. No, the project will discharge runoff directly to conveyance channels whose bed and bank concrete-lined all the way from the point of discharge to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. No, the project will discharge runoff directly to an area identified as appropriate for exemption by the WMAA for the watershed in which the project resides. Description / Additional Information (to be provided if a 'No' answer has been selected above): Critical Coarse Sediment Yield Areas* *This Section only required if hydromodification management requirements apply Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas exist within the project drainage boundaries? X Yes No, no critical coarse sediment yield areas to be protected based on WMAA maps If yes, have any of the optional analyses presented in Appendix H of the manual been performed? X H.6.1 Site-Specific GLU Analysis H.7 Downstream Systems Sensitivity to Coarse Sediment H.7.3 Coarse Sediment Source Area Verification No optional analyses performed, the project will avoid critical coarse sediment yield areas identified based on WMAA maps If optional analyses were performed, what is the final result? X No critical coarse sediment yield areas to be protected based on verification of GLUs onsite. Critical coarse sediment yield areas exist but additional analysis has determined that protection is not required. Documentation attached in Attachment 8 of the SWQMP. Critical coarse sediment yield areas exist and require protection. The project will implement management measures described in Sections H.2, H.3, and H.4 as applicable, and the areas are identified on the SWQMP Exhibit. Discussion / Additional Information: No sediment yield areas exist on site based on an analysis of site slopes and verification of GLUs. See exhibit included in Attachment 2b Flow Control for Post-Project Runoff* *This Section only required if hydromodification management requirements apply List and describe point(s) of compliance (POCs) for flow control for hydromodification management (see Section 6.3.1). For each POC, provide a POC identification name or number correlating to the project's HMP Exhibit and a receiving channel identification name or number correlating to the project's HMP Exhibit. POC-1, located at the north corner of the site. Has a geomorphic assessment been performed for the receiving channel(s)? X No, the low flow threshold is 0.1Q2 (default low flow threshold) Yes, the result is the low flow threshold is 0.1Q2 Yes, the result is the low flow threshold is 0.3Q2 Yes, the result is the low flow threshold is 0.5Q2 If a geomorphic assessment has been performed, provide title, date, and preparer: Discussion / Additional Information: (optional) Other Site Requirements and Constraints When applicable, list other site requirements or constraints that will influence storm water management design, such as zoning requirements including setbacks and open space, or City codes governing minimum street width, sidewalk construction, allowable pavement types, and drainage requirements. None. Optional Additional Information or Continuation of Previous Sections As Needed This space provided for additional information or continuation of information from previous sections as needed. None. E-36 Page 1 of 4 Revised 02/22 Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750 www.carlsbadca.gov STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Project Information Project Name: Project ID: DWG No. or Building Permit No.: Baseline BMPs for Existing and Proposed Site Features Complete the Table 1 - Site Design Requirement to document existing and proposed site features and the BMPs to be implemented for them. All BMPs must be implemented where applicable and feasible. Applicability is generally assumed if a feature exists or is proposed. BMPs must be implemented for site design features where feasible. Leaving the box for a BMP unchecked means it will not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be provided in the area below. The table provides specific instructions on when explanations are required. Table 1 - Site Design Requirement A. Existing Natural Site Features (see Fact Sheet BL-1) 1. Check the boxes below for each existing feature on the site. 1. Select the BMPs to be implemented for each identified feature. Explain why any BMP not selected is infeasible in the area below. SD-G Conserve natural features SD-H Provide buffers around waterbodies Natural waterbodies Natural storage reservoirs & drainage corridors -- Natural areas, soils, & vegetation (incl. trees) -- B. BMPs for Common Impervious Outdoor Site Features (see Fact Sheet BL-2) 1. Check the boxes below for each proposed feature. 2. Select the BMPs to be implemented for each proposed feature. If neither BMP SD-B nor SD-I is selected for a feature, explain why both BMPs are infeasible in the area below. SD-B Direct runoff to pervious areas SD-I Construct surfaces from permeable materials Minimize size of impervious areas Streets and roads Check this box to confirm that all impervious areas on the site will be minimized where feasible. If this box is not checked, identify the surfaces that cannot be minimized in area below, and explain why it is Sidewalks & walkways Parking areas & lots Driveways Patios, decks, & courtyards Hardcourt recreation areas CUP 2020-0003 Recycled Water Phase III, D-4 Storage Reservoir 518-9 E-36 Page 2 of 4 Revised 02/22 Other: _______________ infeasible to do so. C. BMPs for Rooftop Areas: Check this box if rooftop areas are proposed and select at least one BMP below. If no BMPs are selected, explain why they are infeasible in the area below. (see Fact Sheet BL-3) SD-B Direct runoff to pervious areas SD-C Install green roofs SD-E Install rain barrels D. BMPs for Landscaped Areas: Check this box if landscaping is proposed and select the BMP below SD-K Sustainable Landscaping If SD-K is not selected, explain why it is infeasible in the area below. (see Fact Sheet BL-4) Provide discussion/justification for site design BMPs that will not be implemented (either partially or fully): Baseline BMPs for Pollutant-generating Sources All development projects must complete Table 2 - Source Control Requirement to identify applicable requirements for documenting pollutant-generating sources/ features and source control BMPs. BMPs must be implemented for source control features where feasible. Leaving the box for a BMP unchecked means it will not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be provided in the area below. The table provides specific instructions on when explanations are required. Table 2 - Source Control Requirement A. Management of Storm Water Discharges 1. Identify all proposed outdoor work areas below Check here if none are proposed 2. Which BMPs will be used to prevent materials from contacting rainfall or runoff? (See Fact Sheet BL-5) Select all feasible BMPs for each work area 3. Where will runoff from the work area be routed? (See Fact Sheet BL-6) Select one or more option for each work area SC-A Overhead covering SC-B Separation flows from adjacent areas SC-C Wind protection SC-D Sanitary sewer SC-E Containment system Other Trash & Refuse Storage Materials & Equipment Storage E-36 Page 3 of 4 Revised 02/22 Loading & Unloading Fueling Maintenance & Repair Vehicle & Equipment Cleaning Other: _________________ B. Management of Storm Water Discharges (see Fact Sheet BL-7) Select one option for each feature below: • Storm drain inlets and catch basins … are not proposed will be labeled with stenciling or signage to discourage dumping (SC-F) • Interior work surfaces, floor drains & sumps … are not proposed will not discharge directly or indirectly to the MS4 or receiving waters • Drain lines (e.g. air conditioning, boiler, etc.) … are not proposed will not discharge directly or indirectly to the MS4 or receiving waters • Fire sprinkler test water … are not proposed will not discharge directly or indirectly to the MS4 or receiving waters Provide discussion/justification for source control BMPs that will not be implemented (either partially or fully): E-36 Page 4 of 4 Revised 02/22 Form Certification This E-36 Form is intended to comply with applicable requirements of the city’s BMP Design Manual. I certify that it has been completed to the best of my ability and accurately reflects the project being proposed and the applicable BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I understand and acknowledge that the review of this form by City staff is confined to a review and does not relieve me as the person in charge of overseeing the selection and design of storm water BMPs for this project, of my responsibilities for project design. Preparer Signature: Date: Print preparer name: Richard Tomlinson 3-15-22 SUMMARY OF PDP STRUCTURAL BMPS PDP Structural BMPs All PDPs must implement structural BMPs for storm water pollutant control (see Chapter 5 of the BMP Design Manual). Selection of PDP structural BMPs for storm water pollutant control must be based on the selection process described in Chapter 5. PDPs subject to hydromodification management requirements must also implement structural BMPs for flow control for hydromodification management (see Chapter 6 of the BMP Design Manual). Both storm water pollutant control and flow control for hydromodification management can be achieved within the same structural BMP(s). PDP structural BMPs must be verified by the City at the completion of construction. This may include requiring the project owner or project owner's representative to certify construction of the structural BMPs (see Section 1.12 of the BMP Design Manual). PDP structural BMPs must be maintained into perpetuity, and the City must confirm the maintenance (see Section 7 of the BMP Design Manual). Use this form to provide narrative description of the general strategy for structural BMP implementation at the project site in the box below. Then complete the PDP structural BMP summary information sheet for each structural BMP within the project (copy the BMP summary information page as many times as needed to provide summary information for each individual structural BMP). Describe the general strategy for structural BMP implementation at the site. This information must describe how the steps for selecting and designing storm water pollutant control BMPs presented in Section 5.1 of the BMP Design Manual were followed, and the results (type of BMPs selected). For projects requiring hydromodification flow control BMPs, indicate whether pollutant control and flow control BMPs are integrated together or separate. In all cases, our first inclination is to use infiltration. In this case, we are at the top of a slope, and full infiltration is not feasible, without compromising the integrity of the slope and the water tank that sits on the site. Therefore, our second choice was partial infiltration with biofiltration. We found this to also be unfeasible due to slope concerns. The project proposes the use of a single biofiltration basin. The basin will be located at the north end of the site, at the location of the outlet of the storm drainpipe to the drainage ditch. The biofiltration basin will be lined and will serve as water quality, hydromodification and a flood control device. A Rem Triton trash capture device will be added to the catch basin outlet pipe within the basin. Trash capture device features a filtered flow rate of 4.27 cfs. 1-year, 1-hour flowrate for the project site is 0.17 cfs. See attachment 1F for storm flowrate calculation and trash capture data sheets [Continued from previous page – This page is reserved for continuation of description of general strategy for structural BMP implementation at the site.] Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. 1 DWG 518-9A Sheet No. 3 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1) X Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only X Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): The biofiltration basin has a base area of approximately 975 square feet, with a triangular shape. The side slopes of the basin are 3:1, and the basin has approximately 9.6 inches of surface ponding depth with 6 inches of freeboard. The basin has 3” of rock mulch, 24” of engineered soil media and 24” of gravel subsurface. The basin has a 36”x36” riser that has a rim 9.6” above the bottom of the basin. The basin has a 6” perforated pipe sitting 3” above the bottom, with a 0.75” orifice. An additional 4” orifice is located 0.083’ above the ponding surface of the basin. With 1.30 feet above the surface, and 4.25 feet below the surface, the pond is a total of 5.55 feet in depth. The catch basin riser is fitted with an REM Triton outlet pipe trash capture device in addition to a top grate. The trash capture device has been approved by the State Water Resources Control Board. A 6” PVC pipe acts as an outlet pipe for the basin. ATTACHMENT 1 BACKUP FOR PDP POLLUTANT CONTROL BMPS This is the cover sheet for Attachment 1. Check which Items are Included behind this cover sheet: Attachment Sequence Contents Checklist Attachment 1a DMA Exhibit (Required) See DMA Exhibit Checklist on the back of this Attachment cover sheet. (24”x36” Exhibit typically required) X Included Attachment 1b Tabular Summary of DMAs Showing DMA ID matching DMA Exhibit, DMA Area, and DMA Type (Required)* *Provide table in this Attachment OR on DMA Exhibit in Attachment 1a X Included on DMA Exhibit in Attachment 1a Included as Attachment 1b, separate from DMA Exhibit Attachment 1c Form K-7, Harvest and Use Feasibility Screening Checklist (Required unless the entire project will use infiltration BMPs) Refer to Appendix B of the BMP Design Manual to complete Form K-7. X Included Not included because the entire project will use infiltration BMPs Attachment 1d Infiltration Feasibility Analysis (Required unless the project will use harvest and use BMPs) Refer to Appendix D of the BMP Design Manual. X Included Not included because the entire project will use harvest and use BMPs Attachment 1e Pollutant Control BMP Design Worksheets / Calculations (Required) Refer to Appendices B, E, and I of the BMP Design Manual for structural pollutant control and significant site design BMP design guidelines X Included Attachment 1f Trash Capture BMP Design Calculations (Required unless the entire project will use permanent storm water quality basins) Refer to Appendices J of the BMP Design Manual for Trash capture BMP design guidelines X Included □ Not included because the entire project will use permanent storm water quality basins (i.e. infiltration, biofiltration BMPs) Use this checklist to ensure the required information has been included on the DMA Exhibit: The DMA Exhibit must identify: Underlying hydrologic soil group Approximate depth to groundwater Existing natural hydrologic features (watercourses, seeps, springs, wetlands) Critical coarse sediment yield areas to be protected (if present) Existing topography and impervious areas Existing and proposed site drainage network and connections to drainage offsite Proposed grading Proposed impervious features Proposed design features and surface treatments used to minimize imperviousness Drainage management area (DMA) boundaries, DMA ID numbers, and DMA areas (square footage or acreage), and DMA type (i.e., drains to BMP, self-retaining, or self-mitigating) Structural BMPs (identify location and type of BMP) Tabular DMA Summary E ~ ~ ~ N 0 N c5 N 0 0 0 0 I ro ro ro N ;:'- z V E 0 z V c:: 0 1/2' \ "---' ---- 383.29' X 0 0 380 376.22' X SEE ORIFICE 2 DETAIL CONCRETE BOX PER -- CATCH BASIN DETAIL TO REM TRITON TR20(12) CPS-FTC TRASH CAPTURE DEVICE WITH DEFLECTOR PLATE 2' J' NOTE: RIGHT L_ 6" (MIN) I OUTLET PIPE IE 367.75 SEE ORIFICE 1 DETAIL ~IF;TH~IS-iiBA~R~DO:ES~N~OT~M~EA~SU~RE~ljiiiTH~E~N ":DR~AW~IN~G ":'IS ~NO':"T ~TO SCALE. 1. ALL SOIL/ROCK LAYERS OF BASIN SHALL BE LEVEL -0 J ft 2JY 4? / '/ / ~ 0 0 0 ~~ BIOFILTRA BOTTOM ~ //. ~); 0 7~~. ,,__,. ~ ,,. 24" MIN. LAYER OF IMPORTED SOIL. SOIL MUST CONTAIN 20% COMPOST AND 60% SAND. CONTRACTOR TO SUBMIT BIO-MIX TO ENGINEER PRIOR TO INSTALLATION 3" MULC t'J FREEBOARD ELEV: 373.30 -~I ~_PONDING ELEV: 372.8 - 9.6" SURFACE BTM: 372.0 24" SOIL 3" ASTM NUMBER 8 FILTER COU S 21" DRAIN ROCK CONSISTING OF CAL TRANS STD. SPEC. 68-2.02F(3) ASTM NUMBER 57 ROCK 6" PERFORATED PIPE. SLOPE AT 1 % HDPE OR PVC IMPERMEABLE MEMBRANE WITH MINIMUM THICKNESS OF 30 MIL HDPE WELDED STEEL STORAGE RESERVOIR STORM DRAIN CLEANOUT PER DETAIL 2 THIS SHEET TERMINATE AND TUCK LINER INTO SOIL AS SHOWN (TYP) 376.45' X BEGIN SOLID PVC 12" INTO DRAIN ROCK 0.758 acre Tatel 0.286 acre lmper~ous 0.472 acre Pervious CONCRETE BOX REMOVABLE SCREW CAP ORIFICE, 0.75" IE 368.00 ' t'J ORIFICE 1 DETAIL IE 368.25 6" PVC PER FORA TED PIPE CONCRETE BOX ORIFICE 2 4.0" DIA. IE 372.083 ORIFICE 2 DETAIL GRAPHIC SCALE LEGEND DRAINAGE BASIN LIMIT -- FLOW DIRECTION BASIN ID NUMBER BASIN-# PERVIOUS AREA ~ BIOFIL TRATION BASIN DISCHARGE POINT FROM SITE POINT OF COMPLIANCE 0 ALL SOILS TYPE B DEPTH TO GROUND WATER >20 FEET OMA OMA ID OMA-A 6" CONCRETE SLAB (/) w D:'. -0: > DOWEL AND EPOXY PRECAST CATCH BASIN TO CONCRETE SLAB WITH (4) 1 1/4 " STEEL BARS EVENLY SPACED. DRILL 3" INTO SLAB, 3" INTO CONCRETE CATCH BASIN. EPOXY SHALL BE HIT-RE 500 OR 4" PVC PIPE APPROVED EQUAL. SUMMARY TABLE OMA AREA OMA TYPE 0. 758-ACRES DRAINS TO BIOFIL TRATION WELDED STEEL GRATE CATCH BASIN TG AS SHOWN IE 367.75 S.D. PIPE AS SHOWN ON PLAN OMA I BMP EXHIBIT RECYCLED WATER STORAGE RESERVOIR PREPARED: 7/9/2019 AMENDED: 12/20/2022 o· 20· 40• 50• liiiil!!!!!!5iiil!!!!!5iiiiiii!!!!!!!!!!!!!!!!!!iiiiiiiiii~ SCALE 1"= 20' NV 5 15092 AVENUE OF SCIENCE, SUITE 200 SAN DIEGO, CA 92126 P: 656.365.0500 WWW.NVS.COM DMA Unique Idenitifier Area (acres)Impervious Area (acres)% lmp HSG Area Weighted Runoff Coefficient DCV (cubic feet) Pollutant Control Type Drains to (POC lD) 1 0.758 0.286 38 B 0.43 722 Biofiltration 1 No. of DMAs Total DMA Area (acres) Total Impervious Area (acres) % lmp Area Weighted Runoff Coefficient Total DCV (cubic feet)No. of POCS 1 0.758 0.286 38 0.43 722 1 Total Area Treated (acres) 0.758 Summary of DMA Information Tabular Summary of DMAs Worksheet B-1 Treated By (BMP ID) 1 X Assuming low water use plants. 390 gal per acre per 36 hr ~0.07 -acres of landscape area x 390 = 27 gallons or 3.6 cubic feet X X X 674 Percolation testing has not been performed for the project site. USGS mapping classifies the site as Soils Type 'B', which is indicative of "moderate" infiltration rates, however this is not sufficient evidence of infiltration rates > 0.5" per hour. Infiltration on or near slopes is not recommended by the geotechnical consultant No. No shallow groundwater and no storm water pollutants to prevent this. This drains to a municipal MS-4 system. Biofiltration basin sits at the edge of the slope. Infiltration will saturate and make the slope unstable. Percolation testing has not been performed for the project site. USGS mapping classifies the site as Soils Type 'B', which is indicative of "moderate" infiltration rates. It can reasonably be assumed that infiltration of some rate will be present on site. Is Element Applicable? (Yes/No) BMP is within 100’ of Contaminated Soils NO BMP is within 100’ of Industrial Activities Lacking Source Control NO BMP is within 100’ of Well/Groundwater Basin NO BMP is within 50’ of Septic Tanks/Leach Fields NO BMP is within 10’ of Structures/Tanks/Walls NO BMP is within 10’ of Sewer Utilities NO BMP is within 10’ of Groundwater Table NO BMP is within Hydric Soils NO BMP is within Highly Liquefiable Soils and has Connectivity to Structures NO BMP is within 1.5 Times the Height of Adjacent Steep Slopes (≥25%)YES County Staff has Assigned “Restricted” Infiltration Category NO BMP is within Predominantly Type D Soil NO BMP is within 10’ of Property Line NO BMP is within Fill Depths of ≥5’ (Existing or Proposed)NO BMP is within 10’ of Underground Utilities NO BMP is within 250’ of Ephemeral Stream NO Other (Provide detailed geotechnical support) Based on examination of the best available information, I have not identified any restrictions above.  Unrestricted Based on examination of the best available information, I have identified one or more restrictions above.  Restricted Restriction Element Mandatory Considerations Optional Considerations Result Baseed on the elements summarized above the basin is RESTRICTED, due to proximity to a steep slope Paul Cunningham, PE, GE NV5 Senior Engineer Category # Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name Basin 1 unitless 2 85th Percentile 24-hr Storm Depth 0.61 inches 3 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 12,458 sq-ft 4 Semi-Pervious Surfaces Not Serving as Dispersion Area (C=0.30)sq-ft 5 Engineered Pervious Surfaces Not Serving as Dispersion Area (C=0.10)sq-ft 6 Natural Type A Soil Not Serving as Dispersion Area (C=0.10)sq-ft 7 Natural Type B Soil Not Serving as Dispersion Area (C=0.14) 20,560 sq-ft 8 Natural Type C Soil Not Serving as Dispersion Area (C=0.23)sq-ft 9 Natural Type D Soil Not Serving as Dispersion Area (C=0.30)sq-ft 10 Does Tributary Incorporate Dispersion, Tree Wells, and/or Rain Barrels? No No No No No No No No No No yes/no 11 Impervious Surfaces Directed to Dispersion Area per SD-B (Ci=0.90) sq-ft 12 Semi-Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.30)sq-ft 13 Engineered Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.10)sq-ft 14 Natural Type A Soil Serving as Dispersion Area per SD-B (Ci=0.10)sq-ft 15 Natural Type B Soil Serving as Dispersion Area per SD-B (Ci=0.14)sq-ft 16 Natural Type C Soil Serving as Dispersion Area per SD-B (Ci=0.23)sq-ft 17 Natural Type D Soil Serving as Dispersion Area per SD-B (Ci=0.30)sq-ft 18 Number of Tree Wells Proposed per SD-A # 19 Average Mature Tree Canopy Diameter ft 20 Number of Rain Barrels Proposed per SD-E # 21 Average Rain Barrel Size gal 22 Total Tributary Area 33,018 0 0 0 0 0 0 0 0 0 sq-ft 23 Initial Runoff Factor for Standard Drainage Areas 0.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 24 Initial Runoff Factor for Dispersed & Dispersion Areas 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 25 Initial Weighted Runoff Factor 0.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 26 Initial Design Capture Volume 722 0 0 0 0 0 0 0 0 0 cubic-feet 27 Total Impervious Area Dispersed to Pervious Surface 0 0 0 0 0 0 0 0 0 0 sq-ft 28 Total Pervious Dispersion Area 0 0 0 0 0 0 0 0 0 0 sq-ft 29 Ratio of Dispersed Impervious Area to Pervious Dispersion Area n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a ratio 30 Adjustment Factor for Dispersed & Dispersion Areas 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ratio 31 Runoff Factor After Dispersion Techniques 0.43 n/a n/a n/a n/a n/a n/a n/a n/a n/a unitless 32 Design Capture Volume After Dispersion Techniques 722 0 0 0 0 0 0 0 0 0 cubic-feet 33 Total Tree Well Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet 34 Total Rain Barrel Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet 35 Final Adjusted Runoff Factor 0.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 36 Final Effective Tributary Area 14,198 0 0 0 0 0 0 0 0 0 sq-ft 37 Initial Design Capture Volume Retained by Site Design Elements 0 0 0 0 0 0 0 0 0 0 cubic-feet 38 Final Design Capture Volume Tributary to BMP 722 0 0 0 0 0 0 0 0 0 cubic-feet False False Automated Worksheet B.1: Calculation of Design Capture Volume (V2.0) Dispersion Area, Tree Well & Rain Barrel Inputs (Optional) Standard Drainage Basin Inputs Results Tree & Barrel Adjustments Initial Runoff Factor Calculation Dispersion Area Adjustments No Warning Messages Category # Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name Basin 1 - - - - - - - - - unitless 2 85th Percentile Rainfall Depth 0.61 - - - - - - - - - inches 3 Predominant NRCS Soil Type Within BMP Location B unitless 4 Is proposed BMP location Restricted or Unrestricted for Infiltration Activities? Restricted unitless 5 Nature of Restriction Slopes unitless 6 Do Minimum Retention Requirements Apply to this Project? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes yes/no 7 Are Habitable Structures Greater than 9 Stories Proposed? No yes/no 8 Has Geotechnical Engineer Performed an Infiltration Analysis? Yes yes/no 9 Design Infiltration Rate Recommended by Geotechnical Engineer 0.000 in/hr 10 Design Infiltration Rate Used To Determine Retention Requirements 0.000 - - - - - - - - - in/hr 11 Percent of Average Annual Runoff that Must be Retained within DMA 1.5% - - - - - - - - - percentage 12 Fraction of DCV Requiring Retention 0.01 - - - - - - - - - ratio 13 Required Retention Volume 7 - - - - - - - - - cubic-feet False False Automated Worksheet B.2: Retention Requirements (V2.0) Advanced Analysis Basic Analysis Result No Warning Messages Category #Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name Basin 1 ---------sq-ft 2 Design Infiltration Rate Recommended 0.000 ---------in/hr 3 Design Capture Volume Tributary to BMP 722 ---------cubic-feet 4 Is BMP Vegetated or Unvegetated?Vegetated unitless 5 Is BMP Impermeably Lined or Unlined?Lined unitless 6 Does BMP Have an Underdrain?Underdrain unitless 7 Does BMP Utilize Standard or Specialized Media?Standard unitless 8 Provided Surface Area 975 sq-ft 9 Provided Surface Ponding Depth 9.6 inches 10 Provided Soil Media Thickness 24 inches 11 Provided Gravel Thickness (Total Thickness)24 inches 12 Underdrain Offset 3 inches 13 Diameter of Underdrain or Hydromod Orifice (Select Smallest)0.75 inches 14 Specialized Soil Media Filtration Rate in/hr 15 Specialized Soil Media Pore Space for Retention unitless 16 Specialized Soil Media Pore Space for Biofiltration unitless 17 Specialized Gravel Media Pore Space unitless 18 Volume Infiltrated Over 6 Hour Storm 0 0 0 0 0 0 0 0 0 0 cubic-feet 19 Ponding Pore Space Available for Retention 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 unitless 20 Soil Media Pore Space Available for Retention 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 unitless 21 Gravel Pore Space Available for Retention (Above Underdrain)0.00 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 unitless 22 Gravel Pore Space Available for Retention (Below Underdrain)0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 unitless 23 Effective Retention Depth 2.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches 24 Fraction of DCV Retained (Independent of Drawdown Time)0.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio 25 Calculated Retention Storage Drawdown Time 120 0 0 0 0 0 0 0 0 0 hours 26 Efficacy of Retention Processes 0.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio 27 Volume Retained by BMP (Considering Drawdown Time)203 0 0 0 0 0 0 0 0 0 cubic-feet 28 Design Capture Volume Remaining for Biofiltration 519 0 0 0 0 0 0 0 0 0 cubic-feet 29 Max Hydromod Flow Rate through Underdrain 0.0314 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 cfs 30 Max Soil Filtration Rate Allowed by Underdrain Orifice 1.39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 in/hr 31 Soil Media Filtration Rate per Specifications 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 in/hr 32 Soil Media Filtration Rate to be used for Sizing 1.39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 in/hr 33 Depth Biofiltered Over 6 Hour Storm 8.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches 34 Ponding Pore Space Available for Biofiltration 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 35 Soil Media Pore Space Available for Biofiltration 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 unitless 36 Gravel Pore Space Available for Biofiltration (Above Underdrain)0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 unitless 37 Effective Depth of Biofiltration Storage 22.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches 38 Drawdown Time for Surface Ponding 7 0 0 0 0 0 0 0 0 0 hours 39 Drawdown Time for Effective Biofiltration Depth 16 0 0 0 0 0 0 0 0 0 hours 40 Total Depth Biofiltered 31.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches 41 Option 1 - Biofilter 1.50 DCV: Target Volume 779 0 0 0 0 0 0 0 0 0 cubic-feet 42 Option 1 - Provided Biofiltration Volume 779 0 0 0 0 0 0 0 0 0 cubic-feet 43 Option 2 - Store 0.75 DCV: Target Volume 389 0 0 0 0 0 0 0 0 0 cubic-feet 44 Option 2 - Provided Storage Volume 389 0 0 0 0 0 0 0 0 0 cubic-feet 45 Portion of Biofiltration Performance Standard Satisfied 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio 46 Do Site Design Elements and BMPs Satisfy Annual Retention Requirements?Yes ---------yes/no 47 Overall Portion of Performance Standard Satisfied (BMP Efficacy Factor)1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio 48 Deficit of Effectively Treated Stormwater 0 n/a n/a n/a n/a n/a n/a n/a n/a n/a cubic-feet Biofiltration Calculations False False False False Result False False No Warning Messages Retention Calculations Automated Worksheet B.3: BMP Performance (V2.0) False False BMP Inputs Trash Capture Flow Calculation 1 Year - 1 Hour Storm DMA-A C Value 0.5 I 0.444 in./hr. *Data taken from NOAA point precipitation frequency A 0.758 acres Q=CIA Q 0.168 cfs 1/5/23, 5:27 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33.1652&lon=-117.2985&data=depth&units=english&series=pds 1/4 NOAA Atlas 14, Volume 6, Version 2 Location name: Carlsbad, California, USA* Latitude: 33.1652°, Longitude: -117.2985° Elevation: 346.92 ft** * source: ESRI Maps** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, SandraPavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, GeoffreyBonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.129 (0.109‑0.155) 0.164 (0.138‑0.197) 0.212 (0.178‑0.255) 0.253 (0.210‑0.308) 0.313 (0.251‑0.395) 0.363 (0.284‑0.468) 0.416 (0.318‑0.550) 0.474 (0.351‑0.647) 0.559 (0.396‑0.797) 0.630 (0.430‑0.932) 10-min 0.185 (0.156‑0.222) 0.235 (0.197‑0.282) 0.304 (0.254‑0.366) 0.363 (0.302‑0.441) 0.449 (0.360‑0.566) 0.520 (0.408‑0.670) 0.596 (0.455‑0.789) 0.680 (0.504‑0.927) 0.801 (0.568‑1.14) 0.903 (0.617‑1.34) 15-min 0.224 (0.189‑0.269) 0.284 (0.239‑0.341) 0.367 (0.308‑0.442) 0.439 (0.365‑0.534) 0.543 (0.435‑0.684) 0.629 (0.493‑0.810) 0.721 (0.550‑0.954) 0.822 (0.609‑1.12) 0.969 (0.687‑1.38) 1.09 (0.746‑1.62) 30-min 0.318 (0.268‑0.381) 0.402 (0.338‑0.483) 0.520 (0.436‑0.627) 0.622 (0.517‑0.756) 0.770 (0.617‑0.970) 0.891 (0.699‑1.15) 1.02 (0.780‑1.35) 1.17 (0.863‑1.59) 1.37 (0.974‑1.96) 1.55 (1.06‑2.29) 60-min 0.444 (0.374‑0.532) 0.562 (0.472‑0.675) 0.726 (0.609‑0.875) 0.869 (0.722‑1.06) 1.08 (0.862‑1.35) 1.24 (0.975‑1.60) 1.43 (1.09‑1.89) 1.63 (1.21‑2.22) 1.92 (1.36‑2.73) 2.16 (1.48‑3.20) 2-hr 0.616 (0.518‑0.739) 0.769 (0.646‑0.924) 0.981 (0.822‑1.18) 1.16 (0.967‑1.42) 1.43 (1.15‑1.80) 1.64 (1.29‑2.12) 1.88 (1.43‑2.48) 2.13 (1.58‑2.91) 2.50 (1.77‑3.57) 2.81 (1.92‑4.16) 3-hr 0.737 (0.620‑0.884) 0.918 (0.772‑1.10) 1.17 (0.979‑1.41) 1.38 (1.15‑1.68) 1.69 (1.35‑2.13) 1.94 (1.52‑2.50) 2.21 (1.68‑2.92) 2.50 (1.85‑3.41) 2.92 (2.07‑4.16) 3.27 (2.24‑4.84) 6-hr 0.983 (0.828‑1.18) 1.23 (1.03‑1.48) 1.56 (1.31‑1.88) 1.85 (1.53‑2.24) 2.24 (1.80‑2.83) 2.57 (2.01‑3.31) 2.90 (2.22‑3.84) 3.27 (2.42‑4.45) 3.78 (2.68‑5.39) 4.21 (2.87‑6.22) 12-hr 1.28 (1.07‑1.53) 1.62 (1.36‑1.94) 2.07 (1.74‑2.50) 2.45 (2.03‑2.98) 2.97 (2.38‑3.74) 3.37 (2.64‑4.35) 3.80 (2.90‑5.02) 4.24 (3.14‑5.78) 4.85 (3.44‑6.91) 5.34 (3.65‑7.90) 24-hr 1.58 (1.40‑1.83) 2.04 (1.80‑2.37) 2.64 (2.32‑3.07) 3.13 (2.73‑3.66) 3.79 (3.21‑4.58) 4.30 (3.57‑5.30) 4.82 (3.91‑6.08) 5.36 (4.23‑6.94) 6.10 (4.62‑8.20) 6.68 (4.90‑9.28) 2-day 1.95 (1.72‑2.26) 2.53 (2.23‑2.93) 3.29 (2.89‑3.82) 3.91 (3.41‑4.57) 4.75 (4.02‑5.74) 5.40 (4.48‑6.65) 6.06 (4.91‑7.64) 6.75 (5.32‑8.73) 7.68 (5.83‑10.3) 8.42 (6.18‑11.7) 3-day 2.18 (1.92‑2.52) 2.84 (2.50‑3.28) 3.70 (3.25‑4.29) 4.41 (3.84‑5.15) 5.38 (4.54‑6.49) 6.13 (5.08‑7.54) 6.89 (5.58‑8.68) 7.69 (6.07‑9.94) 8.78 (6.66‑11.8) 9.63 (7.07‑13.4) 4-day 2.38 (2.10‑2.75) 3.11 (2.74‑3.60) 4.07 (3.58‑4.72) 4.86 (4.24‑5.68) 5.94 (5.02‑7.17) 6.78 (5.62‑8.35) 7.64 (6.19‑9.63) 8.54 (6.74‑11.0) 9.77 (7.41‑13.1) 10.7 (7.88‑14.9) 7-day 2.77(2.44‑3.20)3.65(3.22‑4.22)4.81(4.23‑5.58)5.77(5.03‑6.75)7.09(6.00‑8.56)8.12(6.73‑10.0)9.19(7.44‑11.6)10.3(8.13‑13.3)11.8(8.98‑15.9)13.1(9.59‑18.2) 10-day 3.05 (2.69‑3.53) 4.05 (3.57‑4.69) 5.38 (4.73‑6.24) 6.47 (5.65‑7.57) 7.99 (6.75‑9.64) 9.18 (7.61‑11.3) 10.4 (8.43‑13.1) 11.7 (9.23‑15.1) 13.5 (10.2‑18.2) 14.9 (11.0‑20.8) 20-day 3.73 (3.29‑4.31) 4.99 (4.40‑5.78) 6.69 (5.88‑7.76) 8.10 (7.07‑9.48) 10.1 (8.53‑12.2) 11.7 (9.66‑14.3) 13.3 (10.8‑16.8) 15.0 (11.9‑19.5) 17.5 (13.3‑23.5) 19.5 (14.3‑27.1) 30-day 4.44 (3.92‑5.14) 5.97 (5.26‑6.91) 8.03 (7.06‑9.32) 9.76 (8.52‑11.4) 12.2 (10.3‑14.7) 14.2 (11.7‑17.4) 16.2 (13.1‑20.4) 18.4 (14.5‑23.8) 21.6 (16.4‑29.0) 24.1 (17.7‑33.6) 45-day 5.28 (4.66‑6.10) 7.07 (6.23‑8.18) 9.51 (8.36‑11.0) 11.6 (10.1‑13.6) 14.5 (12.3‑17.6) 16.9 (14.0‑20.8) 19.5 (15.8‑24.5) 22.3 (17.6‑28.8) 26.2 (19.9‑35.3) 29.5 (21.7‑41.0) 60-day 6.14 (5.42‑7.10) 8.17 (7.20‑9.46) 11.0 (9.64‑12.7) 13.4 (11.7‑15.6) 16.8 (14.2‑20.3) 19.6 (16.3‑24.2) 22.7 (18.4‑28.6) 26.0 (20.5‑33.6) 30.8 (23.4‑41.5) 34.9 (25.6‑48.5) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (fora given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are notchecked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical RE: Trash Treatment Control Device Application For REM Inc. Full Trash Capture TRITON CPS-FTC Device (Crescent Pipe Screen) April 16, 2018 Mr. Jaime Favila California State Water Resources Control Board Division of Water Quality P.O. Box 100 Sacramento, CA. 95812 Dear Mr. Favila, REM Inc. would like to thank you for taking this opportunity to review our application for a new FTC Device, the TRITON CPS-FTC. Throughout this application you will find the pertinent information requested from the TTCD Application Requirements, presented in the requested layout. Currently, REM Inc. has the TRITON BFTG-FTC Insert as an approved FTC Device and we would like to incorporate our TRITON CPS-FTC onto the approved list of devices. Again, we thank you for taking this time to review our application, and if any additional information is required or needed, please feel free to contact us when needed. Daniel Fagan Operations Manager Revel Environmental Manufacturing, Inc. REM Inc. Daniel Fagan 2 Section: 1 Cover Letter 1A: General Description The TRITON CPS-FTC can be used as a stand-alone filtration device for capturing trash and debris inside of storm drain catch basins. With its intended design, it is capable of capturing pollutants as small as 4.8mm, exceeding the requirement of 5mm for Full Trash Capture Devices. It does this, while still maintaining excellent flow rates due to its 51% Open Area. The CPS-FTC device is intended to be mounted in front of the catch basins connector pipe and is designed for lateral and surface flow capturing applications. 1B: Contact and location information Daniel Fagan Bob Marchant Northern California Operations Manager Southern California General Manager 960 Detroit Ave. Suite B 2110 S. Grand Ave. Concord, CA. 94518 Santa Ana, CA. 92705 (925) 676-4736 (714) 557-2676 Daniel@remfilters.com Bobm@remfilters.com 1C: Manufacturing Location All REM TRITON products are manufactured and designed in the state of California. REM Inc. has specialized in providing storm drain filters/trash capture devices all over the country for 22+ years. *Address locations listed above. 1D: Brief summary of field/testing results to demonstrate device functions The TRITON CPS-FTC has successfully been tested in capturing debris that is 5mm or greater in size, in a number of test basins located in the greater San Francisco Bay Area. Results and pictures from these tests can be found in Section 7. 1E: Brief summary of limitations, and operational, sizing, and maintenance considerations The TRITON CPS-FTC units are extremely adaptable and customizable in terms of mounting and attaching to the front side of the connector pipe. REM has utilized that aspect of the units to install devices inside of catch basins that might otherwise be “passed up” on. The device comes in (3) standard radii with standard heights to increase usability in various sized structures. However, each of these units can be adjusted to fit custom layouts/structures. The proper unit is determined in part by the outgoing pipe size, and then the structure size is taken into account. The approximate installation time takes between 10-25 minutes, depending on the infrastructure layout. Maintenance on CPS units typically involves an industrial vacuum truck when the units are about 50% loaded or as required. Maintenance should be performed at least 3 times per year or as needed. To note, this unit is designed to have an optional bypass deflector plate. The deflector plate is attached as needed and the bypass height can be adjusted to what the structure allows or is required. This in turn allows easy access to the inside of the majority of units that do not require a plate due to incoming flow location. This helps with line jetting and Vector control accessibility in the drains when needed. 3 This device is also able to house an absorbent media as well if ever required. No design modifications are needed, the media element is simply placed between the inner and outer layers of the 10 GA. stainless steel support housings while maintaining its FTC requirement. 1F: Device installation locations REM Inc. has been installing CPS and Insert devices in multiple California locations as well as national sales across the U.S. Some installation areas of acknowledgement would be Santa Clara, Concord, Contra Costa County, and Hayward. Please feel free to ask for a more detailed reference list. 1G: Certification Clause I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons that manage the system or those persons directly responsible for gathering the information, to the best of my knowledge and belief, the information submitted is true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Daniel Fagan Operations Manager REM Inc. Daniel Fagan 4 Section: 2 Table of Contents Page: Section: 3 Physical Description 3A: Design drawings for standard devices and alternative configurations…………………….. 5 3B: Device description for trapping particles 5mm or greater & how to size for varying flow volumes…………………………………………………….……………. 6 3C: The device maximum trash capture capacity……………………………………................ 6 3D: The hydraulic capacity per device at its maximum capture capacity for standard device sizes……………………………………………………………................. 6 3E: Conditions under which the device re-introduces previously captured trash……………… 6 3F: Each material & material grade used to construct the device……………………………… 7 3G: Estimated design life of the device………………………………………………………… 7 3H: Engineering plans/diagrams for a typical installation……………………………………… 7 3I: Photographs of pre- and post-installations………………………………………………… 8 3J: Internal bypass and how it operates……………………………………………………….. 8 Section: 4 Installation information 4A: Device installation procedures and considerations………………………………………… 8 4B: Methods for diagnosing and correcting installation errors………………………………… 8 Section: 5 Operation and maintenance information 5A: Device inspection procedures and frequency considerations……………………................ 9 5B: Maintenance procedures including equipment and materials……………………............... 9 5C: Maintenance frequency considerations and effects of delay………………………………. 9 5D: Device maintenance and Vector control accessibility……………………………..………. 9 Section: 6 Reliability information 6A: Device sensitivity to loadings other than trash…………………………………….………. 11 6B: Warranty information……………………………………………………………………… 11 6C: Applicants customer support……………………………………………………….……….11 Section: 7 Field/Lab testing information and analysis 7A: Device field testing and results…………………………………………………………….. 11 5 Section 3: Physical Description 3A: Design drawings for standard devices and alternative configurations Side ViewFront View Height Width Depth/Radius REM TRITON CPS-FTC Standard size dimensions Notes: · Units are constructed using a 10 GA. Stainless Steel inner and outer housing support for added structural integrity. · Perforated Stainless Steel is configured with a 51% Open Area. · Custom sizes and configurations are available. · Multiple units can be mounted vertically to increase capture capacity. · CPS unit is capable of housing an absorbent media if ever required, with no retrofitting or modifications needed.· CPS unit can also be elevated off the basin floor in “Sump” type basins.· Unit can be configured with .5" thick HDPE back and bottom plates for added flexibility during installation. Model:Width:Height:Depth/Radius:Bypass Radius: Filtered Flow Rate: Bypass Flow Rate: TR20(12)CPS-FTC TR24(16)CPS-FTC TR40(18)CPS-FTC 20"12"8" 24"16"12" 40"18"20" 4.27 (CFS) 7.59 (CFS) 14.23 (CFS) 6" 10" 18" 15.48 (CFS) 25.65 (CFS) 42.55 (CFS) 1" Wide X 2" Length Type 304 SS Mounting Tabs with 5/16" hole for anchoring. Inner and Outer Support Bars: Type 304 SS 10 GA. Horizontal and vertical bars. 2" X 2" spacing. 90% Recycled ABS Top and bottom cap. Bottom cap has 1" wide cut outs to prevent standing water. 20 GA. Type 304 SS U-Channel side supports. Bypass Overflow Perforated Screen: Type 304 SS 16 GA. with 4.8mm openings. 51% Open Area Optional Deflector Plate Simply anchor above CPS unit at the desired height. Deflector plate can be configured using a Type 304 SS perforated sheet or .5" thick HDPE Optional Contour Apron Simply attach to the bottom of CPS unit with (3) bolts, before installation. Contour Apron is configured using a Type 304 SS perforated sheet with 4.8mm openings. *Anchor to floor where needed. For sloped and contoured floors. Optional Deflector Plate For Vector control applications. Center opening with an elevated wall to prevent debris bypass. 6 3B: Description on how the Device captures all particles 5mm or greater in size and how it is sized for varying flow volumes The TRITON CPS-FTC device utilizes a 51% Open Area perforated stainless steel screen. This screen is configured with 4.8mm circular openings to ensure all 5mm or greater particles are captured. CPS-FTC devices are primarily sized in accordance with the catch basin exit pipe diameter/size. Selecting the correct size unit, comparative to the outgoing pipe size will ensure max flow/bypass rates are met. The catch basin structure size is next used as a determining factor for identifying the proper size unit. For example: a 3’ X 3’ catch basin would utilize a model TR24(16)CPS-FTC (24” wide unit) which allows enough spacing from the walls for incoming water flows and customized positioning based on infrastructure layout if needed. 3C: Device maximum trash capacity Debris Holding Capacity *in gallons Model:CB Size: 3' X 3' CB Size: 3' X 7' CB Size: 3' X 5' CB Size: 3' X 10' TR20(12)CPS-FTC 60.7 105.6 150.4 N/A 74 133.9 193.7 283.5 N/A 119.3 186.6 287.6 TR24(16)CPS-FTC TR40(18)CPS-FTC *Estimate using naturally compacted debris TRITON CPS-FTC devices can also be mounted vertically with multiple units to increase capture capacities where applicable. Listed above are the standard size CPS models, this does not include custom or modified units. 3D: Device hydraulic capacity (standard sizes) Standard sized flow rates. Model: CPS-FTC Width: Height: Depth/Radius: Bypass Radius: Filtered Flow Rate: Bypass Flow: TR20(12)CPS-FTC TR24(16)CPS-FTC TR40(18)CPS-FTC 20" 12" 8" 24" 16" 12" 40" 18" 20" 14.23 (CFS) 18" 42.55 (CFS) 7.59 (CFS) 10" 25.65 (CFS) 4.27 (CFS) 6" 15.48 (CFS) 3E: Conditions under which the Device re-introduces previously trapped trash With the design of the TRITON CPS-FTC, trash should only be re-introduced in a case where the device has reached 100% capacity during normal operating conditions. REM recommends that the devices are cleaned and maintained before or at 50% capacity to ensure proper functionality. 7 3F: Each material and material grade used to construct the Device The design and construction of the TRITON CPS-FTC is comprised of two materials; Type 304 stainless steel and a 90% recycled content ABS plastic cap with UV Inhibitors. The main housing and structural support body is made up of an inner and outer wall of 10 GA. Type 304 stainless steel welded mesh with 2” X 2” square openings. These have a 20 GA. U-Channel on the right and left back side, welded to create a continuous support. Behind the outer wall of 10 GA. is the perforated screen which is 16 GA. Type 304 SS with 3/16” (4.8mm) 51% Open Area, punched holes on staggered centers. The mounting tabs are also Type 304 SS, they are 1/16” thick, 1” wide, and extend 2” beyond the outer wall for anchor access. These have a 5/16” punched hole for anchoring. An optional apron for “trough or sloped” catch basin floors is also available and this is made from the same Type 304 SS 4.8mm perforated screen. Optional deflector plates are also available and they are comprised of either the same Type 304 SS perforated sheet or .5” thick HDPE, depending on the requirement or customization needed. Deflector plates are anchored to wall at the required height using stainless steel corner brackets and anchors. 3G: Estimated design life of the Device Under normal operations and with the impact of large storm events, the TRITON CPS-FTC has an estimated lifespan of 20+ years. Naturally occurring elements and mineral saturation do not have a resounding effect on either the stainless steel or ABS used in construction. 3H: Engineering plans/diagrams for a typical installation Please see Section 4 to find a more detailed overview of device installation information. Below is a standard installation layout. Exit Pipe Optional Deflector Plate To be mounted when needed or required. Typical view of installation area Stainless Steel Mounting Anchors Simply drill holes for ¼” anchors 8 3I: Pre and Post installation photos Pre-installation of TR24(16) CPS-FTC Post-installation of TR24(16) CPS-FTC 3J: Internal Bypass The TRITON CPS-FTC has a built in overflow bypass, this is breached only when the device has become inundated with an excessive amount of debris and the device has reached its debris holding capacity, or during a large storm event that exceeds the hydraulic capacity of the device. Essentially the device would need to be at 100% capacity for the bypass level to be reached. It is ultimately the responsibility of the engineer and/or deciding party to determine that the correct unit size is appropriate for the selected basin and corresponding flow capacity. Section 4: Installation Information 4A: Device installation procedures and considerations Installation procedures for the TRITON FTC-CPS are a fairly simple set of steps: 1) Ensure basin floor is clear of debris and place correctly sized device in front of exit pipe, against wall. 2) Mark holes for mounting tabs and set device aside, then drill using a .25” drill bit and hammer drill. 3) Put device back in place and begin hammering .25” x 2.25” anchors into place, tighten with 7/16” socket when finished. When needed, the TRITON FTC-CPS offers flexibility when it comes to in the field installation, with the ability to simply bolt on attachment plates when infrastructure may be chipped or offset. Or bolt on floor aprons when the bottom of the basin has a sloped or trough type shape. This helps the TRITON CPS-FTC capture trash in some of the more “infrastructural challenged” basins out there. Attachment plates are constructed using .5” thick HDPE. The deflector plate is simply mounted above the device, at the proper/required height, with (2) anchors mounted in the stainless steel brackets attached to the plate. 4B: Diagnosing and correcting installation errors A visual assessment can be done to determine if the device has not been installed correctly. If needed, the device can simply be removed by loosening the nuts on the anchors and removing the device. Proper Re-installation can take place at that point. 9 Section 5: Operation and maintenance information 5A: Device inspection procedures and frequency considerations Each device inspection can be done visually, remove the grate/manhole if needed and assess if the unit is damaged, at what capacity, or experienced a bypass event. REM recommends that devices not on a standard maintenance schedule be inspected 3 times per year or more if needed. 5B: Maintenance procedures, including necessary equipment and materials The maintenance on the TRITON CPS-FTC is accomplished for the most part by using an industrial vacuum truck due to the large capture capacity of the devices. Simply remove the grate and begin to remove the captured debris. The device can be brushed or sprayed off if needed. Take note of the amount of debris collected along with the condition of the device. 5C: Maintenance frequency, and effects of delay REM recommends that devices be maintained 3 times per year, or as outlined by the governing body. It is recommended that devices do not reach more than 50% capacity without a maintenance event. This frequency is dictated by the loading capacity at each particular drain as well. If not properly maintained, devices will reach 100% capacity and begin the bypass event for debris entering into the catch basin. 5D: Device maintenance and Vector control The standard configuration of the REM TRITON CPS-FTC device has no real effect on Vector control procedures. There is clear and unobstructed access to the front and behind the unit. There is an optional deflector plate that has an elevated opening in the center to allow for Vector access with effectively zero need for hands on adjustments by Vector control technicians. *Please see Vector Control Accessibility on the next page. 10 REM TRITON CPS – FTC Crescent Pipe Screen Vector Control Accessibility Optional Vector Bypass Deflector (For use when needed or required.) The REM CPS (Crescent Pipe Screen) comes standard, with no overhead deflector. This leaves the backside and front side of the units accessible at all times. When needed, REM has an optional deflector plate that allows for easy access to the center and backside of the device. When a deflector plate is needed, we have an optional Vector Control specific design that allows access to the backside of the units through a center opening on the plate itself. The opening has elevated walls to continuously act as a guard to prevent trash and debris from bypassing the unit. Simply insert the Vector application through the elevated center opening of the deflector plate. This minimizes or eliminates the need for any technician adjustments of the device for the application of abatement control measures. *Standard size (custom sizes and heights available) 12" 6" 2" - 8" 24" 12" Insert abatement application through opening Notes: · Deflector plates are constructed using .45" thick HDPE. · Plates can also be constructed using Type 304 stainless steel with 4.8mm openings. · Plates are attached to wall with stainless steel brackets at the required or most appropriate height. · Elevated walls can be modified in height between 2" - 8" tall. · Units come with floor level notches on the front and backside of the bottom cap to prevent standing water build up. Clear opening with elevated walls surrounding for abatement insertion. Standard REM CPS device installation (No deflector) 11 Section 6: Reliability information 6A: Device sensitivity to loadings other than trash The TRITON CPS-FTC treats all non-liquid contaminants the same. If it is 4.8mm or greater in size it will be captured during normal device operating conditions. If there is a need for hydrocarbon or other pollutant removal there is an optional media insert that can be placed inside the 10 GA. stainless steel support housing. 6B: Warranty information REM warrants the TRITON CPS-FTC device for 3 years after the installation date. This includes the device and material itself. 6C: Customer support For general regional assistance please contact the following REM representatives: Marcel Sloane Bob Marchant Northern California Regional Manager Southern California General Manager 960 Detroit Ave. Suite B 2110 S. Grand Ave. Concord, CA. 94518 Santa Ana, CA. 92705 (888) 526-4736 (714) 557-2676 Marcel@remfilters.com Bobm@remfilters.com For technical and design information please contact: Daniel Fagan Northern California Operations Manager 960 Detroit Ave. Suite B Concord, CA. 94518 (925) 676-4736 Daniel@remfilters.com Section 7: Field/Lab testing information and analysis All Test units were placed in HIGH trash and debris areas within Contra Costa County. Below are results from initial inspections. *Continued on next page. 12 Test Unit T3: TR24(16)-CPS @ 40% Capacity 3 Months after installation – 60% Organic 40% Trash Test Unit T3: TR24(16)-CPS @ 40% Capacity 3 Months after installation – 60% Organic 40% Trash Test Unit T3: TR24(16)-CPS Rain Event 2 months after installation – 25% Capacity Test Unit T3: TR24(16)-CPS 1 Week after installation ATTACHMENT 2 BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES [This is the cover sheet for Attachment 2.] Indicate which Items are Included behind this cover sheet: Attachment Sequence Contents Checklist Attachment 2a Hydromodification Management Exhibit (Required) X Included See Hydromodification Management Exhibit Checklist on the back of this Attachment cover sheet. Attachment 2b Management of Critical Coarse Sediment Yield Areas (WMAA Exhibit is required, additional analyses are optional) See Section 6.2 of the BMP Design Manual. X Exhibit showing project drainage boundaries marked on WMAA Critical Coarse Sediment Yield Area Map (Required) Optional analyses for Critical Coarse Sediment Yield Area Determination X Appendix H.6.1 Verification Geomorphic Landscape Units Onsite Appendix H.7 Downstream Systems Sensitivity to Coarse Sediment Attachment 2c Geomorphic Assessment of Receiving Channels (Optional) See Section 6.3.4 of the BMP Design Manual. X Not performed Included Attachment 2d Flow Control Facility Design and Structural BMP Drawdown Calculations (Required) See Chapter 6 and Appendix G of the BMP Design Manual X Included Use this checklist to ensure the required information has been included on the Hydromodification Management Exhibit: The Hydromodification Management Exhibit must identify: Underlying hydrologic soil group Approximate depth to groundwater Existing natural hydrologic features (watercourses, seeps, springs, wetlands) Critical coarse sediment yield areas to be protected (if present) Existing topography Existing and proposed site drainage network and connections to drainage offsite Proposed grading Proposed impervious features Proposed design features and surface treatments used to minimize imperviousness Point(s) of Compliance (POC) for Hydromodification Management Existing and proposed drainage boundary and drainage area to each POC (when necessary, create separate exhibits for pre-development and post-project conditions) Structural BMPs for hydromodification management (identify location, type of BMP, and size/detail) E = = --, I N N = N c5 N u w = = = = = I = ro = N ;:'- z w E 0 z w c:: 0 1/2' 383.29' X 0 .75" □ B 0 350,------ 376.22' X SEE ORIFICE 2 DETAIL CONCRETE BOX PER-~ CATCH BASIN DETAIL TO REM TRITON TR20(12) --~~ CPS-FTC TRASH CAPTURE DEVICE WITH DEFLECTOR PLATE 2' J' RIGHT L_ 6" (MIN) I SEE ORIFICE 1 DETAIL ~IF ~TH~IS~BA~R ~DO;ES~N~OT~M~EA~SU~RE~ljiiiTH~E~N ~DR~AW:'IN~G~ IS 11111NQ~T ~TO SCALE. NOTE: 1. ALL SOIL/ROCK LAYERS OF BASIN SHALL BE LEVEL '/ p 0 ✓'l ~ //. ~); 7~~. 0 0 0 0 ' 0 0 I I I ))) ' ~~I - \ ,,__,. ~ ,,. / • -0 J ft 2JY 4? \ • • • I .\ • 975 SF WELDED STEEL STORAGE RESERVOIR ___ __ • 376.45' X 0. 758 acre Total 0.286 acre Im pervious 0.472 acre F,lervious 24" MIN. LAYER OF IMPORTED SOIL. SOIL MUST CONTAIN 20% COMPOST AND 60% SAND. STORM DRAIN CLEANOUT PER DETAIL 2 THIS SHEET CONCRETE BOX CONTRACTOR TO SUBMIT BIO-MIX TO ENGINEER PRIOR TO INSTALLATION TERMINATE AND TUCK LINER INTO SOIL AS SHOWN (TYP) REMOVABLE SCREW CAP 3" MULCH j 9.6" FREEBOARD ELEV: 373.30 ~-PONDING ELEV: 372.8 SURFACE BTM: 372.0 24" SOIL 24" ROCK CTUCTUCTUO --+-- 1/Y,Y,Y,Y,~~«<-«<-~'«~Y,~'«'«Y~~ 3" ASTM NUMBER 8 FILTER COURSE 21" DRAIN ROCK CONSISTING OF CALTRANS STD. SPEC. 68-2.02F(3) ASTM NUMBER 57 ROCK 6" PERFORATED PIPE. SLOPE AT 1 % HDPE OR PVC IMPERMEABLE MEMBRANE WITH MINIMUM THICKNESS OF 30 MIL HDPE BEGIN SOLID PVC 12" INTO DRAIN ROCK ORIFICE, 0.75" IE 368.00 IE 368.25 ' "' ORIFICE 1 DETAIL 6" PVC PERFORATED PIPE CONCRETE BOX LEGEND DRAINAGE BASIN LIMIT -- FLOW DIRECTION BASIN ID NUMBER BASIN-# PERVIOUS AREA ~ BIOFIL TRATION BASIN DISCHARGE POINT FROM SITE (POINT OF COMPLIANCE) ALL SOILS TYPE B 0 DEPTH TO GROUND WATER >20 FEET 6" CONCRETE SLAB DOWEL AND EPOXY PRECAST CATCH BASIN TO CONCRETE SLAB WITH (4) 1 1/4 " STEEL BARS EVENLY SPACED. DRILL 3" INTO SLAB, 3" INTO CONCRETE CATCH BASIN. EPOXY SHALL BE HIT-RE 500 OR APPROVED EQUAL. WELDED STEEL GRATE TG AS SHOWN S.D. PIPE AS SHOWN ON PLAN IE 367.75 4" PVC PIPE ORIFICE 2 4.0" DIA. IE 372.083 CATCH BASIN ORIFICE 2 DETAIL HYDROMODIFICA TION EXHIBIT RECYCLED WATER STORAGE RESERVOIR GRAPHIC SCALE o· 20· 40• 50• liiiil!!!!!!!liiii!!!!!!!liii..iii!!!!!!!!!!!!!!5iiiiiiiiiiii.iil' SCALE 1"= 20' PREPARED: 7/9/2019 AMENDED: 12/20/2022 NV 5 15092 AVENUE OF SCIENCE SUITE 200 SAN DIEGO, CA 92126 ' P: 656.365.0500 WWW.NV5.COM SITE Potential CCSYAs Project Boundary Slopes within project area do not match with GLUs from Table 6-1. Recycled Water Phase III, D-4 Storage Reservoir 1"=20' 11/03/2021 T ABLE 6-1. Potential Critical Co;a~e Sedim ent Y~i:ld A:rea.s C.B -l\gric11 ltu1:al/Gr-a.<;s -J. ' .03.The Bedrock · · B-.i\gricul.mrral/ 1C·oors . Bedr-ock f:oo.ms,,e Bedrock Forest o:rest f:oan.e Bedr-ock Scrub/Sh.rub ,c~ Bedr-ock 11 kn O'\V11 CSl-t\gr-:icultu.ra.J J , , r.ass -3 ,c~ Sedim nt:ary Imp t\griculturil/Cra.s;s CSI-· · gr-iculturalJ,G rass-4 · e:dimen1t::u y Imp J-\gric1!1l1tutal/ Grass CSP-Agricultural/(-; ras:,;-4 . ediment:uy Penneable Agricl!lltur.il/Cra.s;s CSP-Forest-3 e:dimentar)• Pen:neable CSP-Forest-4 Scrub/Sh.rub ~ I (:) :) (:) 0 0 '- D l-,,'----,1------'-i 0 2(f'/o -4()'1/o > 0 1/o 2(f'/o -4(1 1/o >40 1/o > 0 1/o >40 Yo 2(f'/o -4()'1/o >40 1/o >4() >40 1/o C7 0 0 0 0 I I I I I I I ! ' J 0 □ I $' k ' /. , 0 □ D Cl , , ., , , ~, ,~ /,.~, $' , , ,, 0 c::) ~ "J" . .,-- ,,,.,. X Cl . C) e \ "\"' \ \..... ----------------- SDHM 3.1 PROJECT REPORT Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:15 PM Page 2 General Model Information Project Name:Carlsbad Water Tank 2022-12-20 Site Name:Carlsbad Water Tank Site Address: City:Carlsbad Report Date:12/20/2022 Gage:OCEANSID Data Start:10/01/1959 Data End:09/30/2004 Timestep:Hourly Precip Scale:1.000 Version Date:2020/04/07 POC Thresholds Low Flow Threshold for POC1:10 Percent of the 2 Year High Flow Threshold for POC1:10 Year Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:15 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre B,Dirt,Flat 0.758 Pervious Total 0.758 Impervious Land Use acre Impervious Total 0 Basin Total 0.758 Element Flows To: Surface Interflow Groundwater Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:15 PM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre B,UrbNoIrr,Flat 0.472 Pervious Total 0.472 Impervious Land Use acre IMPERVIOUS-FLAT 0.286 Impervious Total 0.286 Basin Total 0.758 Element Flows To: Surface Interflow Groundwater Surface Biofilter 1 Surface Biofilter 1 Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:15 PM Page 5 Routing Elements Predeveloped Routing Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:15 PM Page 6 Mitigated Routing Biofilter 1 Bottom Length: 25.00 ft. Bottom Width: 39.00 ft. Material thickness of first layer: 0.25 Material type for first layer: Mulch Material thickness of second layer: 2 Material type for second layer: ESM Material thickness of third layer: 2 Material type for third layer: GRAVEL Underdrain used Underdrain Diameter (feet):0.5 Orifice Diameter (in.):0.75 Offset (in.):3 Flow Through Underdrain (ac-ft.):9.783 Total Outflow (ac-ft.):10.395 Percent Through Underdrain:94.12 Discharge Structure Riser Height:0.8 ft. Riser Diameter:36 in. Orifice 1 Diameter:4 in.Elevation:0.083 ft. Element Flows To: Outlet 1 Outlet 2 Biofilter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.0748 0.0000 0.0000 0.0000 0.0610 0.0741 0.0004 0.0000 0.0000 0.1220 0.0732 0.0008 0.0000 0.0000 0.1830 0.0722 0.0013 0.0000 0.0000 0.2440 0.0713 0.0017 0.0000 0.0000 0.3049 0.0703 0.0022 0.0000 0.0000 0.3659 0.0694 0.0026 0.0000 0.0000 0.4269 0.0685 0.0031 0.0000 0.0000 0.4879 0.0675 0.0036 0.0000 0.0000 0.5489 0.0666 0.0041 0.0000 0.0000 0.6099 0.0657 0.0046 0.0000 0.0000 0.6709 0.0648 0.0051 0.0000 0.0000 0.7319 0.0639 0.0057 0.0000 0.0000 0.7929 0.0630 0.0062 0.0000 0.0000 0.8538 0.0621 0.0067 0.0000 0.0000 0.9148 0.0613 0.0073 0.0000 0.0000 0.9758 0.0604 0.0079 0.0000 0.0000 1.0368 0.0595 0.0085 0.0000 0.0000 1.0978 0.0587 0.0091 0.0000 0.0000 1.1588 0.0578 0.0097 0.0000 0.0000 1.2198 0.0570 0.0103 0.0000 0.0000 1.2808 0.0561 0.0109 0.0000 0.0000 1.3418 0.0553 0.0116 0.0000 0.0000 1.4027 0.0544 0.0122 0.0009 0.0000 1.4637 0.0536 0.0129 0.0014 0.0000 1.5247 0.0528 0.0136 0.0023 0.0000 1.5857 0.0520 0.0143 0.0028 0.0000 1.6467 0.0512 0.0150 0.0035 0.0000 Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:15 PM Page 7 1.7077 0.0504 0.0157 0.0039 0.0000 1.7687 0.0496 0.0165 0.0044 0.0000 1.8297 0.0488 0.0172 0.0047 0.0000 1.8907 0.0480 0.0180 0.0052 0.0000 1.9516 0.0473 0.0188 0.0054 0.0000 2.0126 0.0465 0.0195 0.0059 0.0000 2.0736 0.0457 0.0203 0.0061 0.0000 2.1346 0.0450 0.0212 0.0065 0.0000 2.1956 0.0442 0.0220 0.0066 0.0000 2.2566 0.0435 0.0232 0.0070 0.0000 2.3176 0.0427 0.0243 0.0072 0.0000 2.3786 0.0420 0.0256 0.0075 0.0000 2.4396 0.0413 0.0268 0.0077 0.0000 2.5005 0.0406 0.0280 0.0080 0.0000 2.5615 0.0398 0.0293 0.0081 0.0000 2.6225 0.0391 0.0306 0.0084 0.0000 2.6835 0.0384 0.0319 0.0085 0.0000 2.7445 0.0377 0.0332 0.0088 0.0000 2.8055 0.0371 0.0346 0.0089 0.0000 2.8665 0.0364 0.0359 0.0092 0.0000 2.9275 0.0357 0.0373 0.0094 0.0000 2.9885 0.0350 0.0387 0.0098 0.0000 3.0495 0.0344 0.0401 0.0104 0.0000 3.1104 0.0337 0.0416 0.0110 0.0000 3.1714 0.0331 0.0431 0.0116 0.0000 3.2324 0.0324 0.0446 0.0122 0.0000 3.2934 0.0318 0.0461 0.0127 0.0000 3.3544 0.0311 0.0476 0.0133 0.0000 3.4154 0.0305 0.0492 0.0138 0.0000 3.4764 0.0299 0.0508 0.0143 0.0000 3.5374 0.0293 0.0524 0.0148 0.0000 3.5984 0.0287 0.0540 0.0153 0.0000 3.6593 0.0281 0.0557 0.0158 0.0000 3.7203 0.0275 0.0573 0.0162 0.0000 3.7813 0.0269 0.0590 0.0166 0.0000 3.8423 0.0263 0.0608 0.0171 0.0000 3.9033 0.0257 0.0625 0.0175 0.0000 3.9643 0.0251 0.0643 0.0179 0.0000 4.0253 0.0246 0.0661 0.0183 0.0000 4.0863 0.0240 0.0679 0.0187 0.0000 4.1473 0.0235 0.0697 0.0191 0.0000 4.2082 0.0229 0.0716 0.0194 0.0000 4.2500 0.0224 0.0729 0.0305 0.0000 Biofilter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 4.2500 0.0748 0.0729 0.0000 0.1128 0.0000 4.3110 0.0757 0.0775 0.0000 0.1128 0.0000 4.3720 0.0767 0.0821 0.0857 0.1338 0.0000 4.4330 0.0777 0.0868 0.1373 0.1373 0.0000 4.4940 0.0787 0.0916 0.1742 0.1407 0.0000 4.5549 0.0797 0.0964 0.2046 0.1442 0.0000 4.6159 0.0807 0.1013 0.2310 0.1476 0.0000 4.6769 0.0817 0.1063 0.2546 0.1510 0.0000 4.7379 0.0827 0.1113 0.2763 0.1545 0.0000 4.7989 0.0837 0.1163 0.2964 0.1579 0.0000 4.8599 0.0847 0.1215 0.3152 0.1614 0.0000 4.9209 0.0858 0.1267 0.3329 0.1648 0.0000 Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:15 PM Page 8 4.9819 0.0868 0.1319 0.3497 0.1682 0.0000 5.0429 0.0879 0.1373 0.3658 0.1717 0.0000 5.1038 0.0889 0.1427 0.7790 0.1751 0.0000 5.1648 0.0900 0.1481 1.6338 0.1786 0.0000 5.2258 0.0910 0.1536 2.7531 0.1820 0.0000 5.2868 0.0921 0.1592 4.0803 0.1855 0.0000 5.3478 0.0932 0.1649 5.5800 0.1889 0.0000 5.4088 0.0942 0.1706 7.2241 0.1923 0.0000 5.4698 0.0953 0.1764 8.9869 0.1958 0.0000 5.5308 0.0964 0.1822 10.844 0.1992 0.0000 5.5500 0.0968 0.1841 12.769 0.2003 0.0000 Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:15 PM Page 9 Surface Biofilter 1 Element Flows To: Outlet 1 Outlet 2 Biofilter 1 Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:15 PM Page 10 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.758 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.472 Total Impervious Area:0.286 Flow Frequency Method:Cunnane Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.104844 5 year 0.242746 10 year 0.33938 25 year 0.420083 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.050392 5 year 0.15064 10 year 0.189972 25 year 0.216429 Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:34 PM Page 11 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0241 166 145 87 Pass 0.0284 141 125 88 Pass 0.0327 131 116 88 Pass 0.0370 123 98 79 Pass 0.0413 113 91 80 Pass 0.0456 108 82 75 Pass 0.0499 101 72 71 Pass 0.0542 94 65 69 Pass 0.0585 88 61 69 Pass 0.0628 83 55 66 Pass 0.0670 78 51 65 Pass 0.0713 73 51 69 Pass 0.0756 66 47 71 Pass 0.0799 61 45 73 Pass 0.0842 58 42 72 Pass 0.0885 55 33 60 Pass 0.0928 49 29 59 Pass 0.0971 44 28 63 Pass 0.1014 42 26 61 Pass 0.1057 37 23 62 Pass 0.1100 35 23 65 Pass 0.1143 34 21 61 Pass 0.1185 31 21 67 Pass 0.1228 30 20 66 Pass 0.1271 28 18 64 Pass 0.1314 27 18 66 Pass 0.1357 25 17 68 Pass 0.1400 23 16 69 Pass 0.1443 21 15 71 Pass 0.1486 20 13 65 Pass 0.1529 17 11 64 Pass 0.1572 16 11 68 Pass 0.1615 15 11 73 Pass 0.1658 15 9 60 Pass 0.1700 15 9 60 Pass 0.1743 15 8 53 Pass 0.1786 14 8 57 Pass 0.1829 12 6 50 Pass 0.1872 12 5 41 Pass 0.1915 12 4 33 Pass 0.1958 11 3 27 Pass 0.2001 10 3 30 Pass 0.2044 10 3 30 Pass 0.2087 10 3 30 Pass 0.2130 10 2 20 Pass 0.2173 10 1 10 Pass 0.2215 10 1 10 Pass 0.2258 10 1 10 Pass 0.2301 10 1 10 Pass 0.2344 9 1 11 Pass 0.2387 9 1 11 Pass 0.2430 9 1 11 Pass 0.2473 8 1 12 Pass Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:34 PM Page 12 0.2516 8 1 12 Pass 0.2559 7 1 14 Pass 0.2602 6 0 0 Pass 0.2645 6 0 0 Pass 0.2688 6 0 0 Pass 0.2730 5 0 0 Pass 0.2773 5 0 0 Pass 0.2816 5 0 0 Pass 0.2859 5 0 0 Pass 0.2902 5 0 0 Pass 0.2945 5 0 0 Pass 0.2988 5 0 0 Pass 0.3031 5 0 0 Pass 0.3074 5 0 0 Pass 0.3117 5 0 0 Pass 0.3160 5 0 0 Pass 0.3202 4 0 0 Pass 0.3245 4 0 0 Pass 0.3288 4 0 0 Pass 0.3331 4 0 0 Pass 0.3374 4 0 0 Pass 0.3417 4 0 0 Pass 0.3460 4 0 0 Pass 0.3503 4 0 0 Pass 0.3546 4 0 0 Pass 0.3589 4 0 0 Pass 0.3632 4 0 0 Pass 0.3675 4 0 0 Pass 0.3717 4 0 0 Pass 0.3760 4 0 0 Pass 0.3803 4 0 0 Pass 0.3846 4 0 0 Pass 0.3889 3 0 0 Pass 0.3932 3 0 0 Pass 0.3975 3 0 0 Pass 0.4018 3 0 0 Pass 0.4061 3 0 0 Pass 0.4104 1 0 0 Pass 0.4147 1 0 0 Pass 0.4190 1 0 0 Pass 0.4232 1 0 0 Pass 0.4275 1 0 0 Pass 0.4318 1 0 0 Pass 0.4361 1 0 0 Pass 0.4404 1 0 0 Pass 0.4447 1 0 0 Pass 0.4490 1 0 0 Pass Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:34 PM Page 13 Water Quality Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:34 PM Page 14 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:34 PM Page 15 Appendix Predeveloped Schematic Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:37 PM Page 16 Mitigated Schematic Biofilter 1 Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:40 PM Page 17 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1959 10 01 END 2004 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 Carlsbad Water Tank 2022-12-20.wdm MESSU 25 PreCarlsbad Water Tank 2022-12-20.MES 27 PreCarlsbad Water Tank 2022-12-20.L61 28 PreCarlsbad Water Tank 2022-12-20.L62 30 POCCarlsbad Water Tank 2022-12-201.dat END FILES OPN SEQUENCE INGRP INDELT 00:60 PERLND 13 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 13 B,Dirt,Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 13 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 13 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:40 PM Page 18 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 13 0 1 1 1 0 0 0 0 1 1 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 13 0 4 0.07 100 0.05 2.5 0.915 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 13 0 0 2 2 0 0.05 0.05 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 13 0 0.6 0.017 1 0.3 0 END PWAT-PARM4 MON-LZETPARM <PLS > PWATER input info: Part 3 *** # - # JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 13 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 END MON-LZETPARM MON-INTERCEP <PLS > PWATER input info: Part 3 *** # - # JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 13 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 END MON-INTERCEP PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 13 0 0 0.01 0 0.4 0.01 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:40 PM Page 19 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 13 0.758 COPY 501 12 PERLND 13 0.758 COPY 501 13 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 12.1 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:40 PM Page 20 SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 1 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 1 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 12.1 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 END MASS-LINK END RUN Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:40 PM Page 21 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1959 10 01 END 2004 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 Carlsbad Water Tank 2022-12-20.wdm MESSU 25 MitCarlsbad Water Tank 2022-12-20.MES 27 MitCarlsbad Water Tank 2022-12-20.L61 28 MitCarlsbad Water Tank 2022-12-20.L62 30 POCCarlsbad Water Tank 2022-12-201.dat END FILES OPN SEQUENCE INGRP INDELT 00:60 PERLND 52 IMPLND 1 GENER 2 RCHRES 1 RCHRES 2 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Surface Biofilter 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** 2 24 END OPCODE PARM # # K *** 2 0. END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 52 B,UrbNoIrr,Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 52 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:40 PM Page 22 PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 52 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 52 0 1 1 1 0 0 0 0 1 1 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 52 0 4 0.07 50 0.05 2.5 0.915 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 52 0 0 2 2 0 0.05 0.05 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 52 0 0.6 0.03 1 0.3 0 END PWAT-PARM4 MON-LZETPARM <PLS > PWATER input info: Part 3 *** # - # JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 52 0.4 0.4 0.4 0.4 0.7 0.7 0.7 0.7 0.7 0.4 0.4 0.4 END MON-LZETPARM MON-INTERCEP <PLS > PWATER input info: Part 3 *** # - # JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 52 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 END MON-INTERCEP PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 52 0 0 0.01 0 0.4 0.01 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 IMPERVIOUS-FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 END PRINT-INFO Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:40 PM Page 23 IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 1 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 100 0.05 0.011 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 52 0.472 RCHRES 1 2 PERLND 52 0.472 RCHRES 1 3 IMPLND 1 0.286 RCHRES 1 5 ******Routing****** PERLND 52 0.472 COPY 1 12 IMPLND 1 0.286 COPY 1 15 PERLND 52 0.472 COPY 1 13 RCHRES 1 1 RCHRES 2 8 RCHRES 2 1 COPY 501 16 RCHRES 1 1 COPY 501 17 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 12.1 DISPLY 1 INPUT TIMSER 1 GENER 2 OUTPUT TIMSER .0002778 RCHRES 1 EXTNL OUTDGT 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 Surface Biofilte-004 2 1 1 1 28 0 1 2 Biofilter 1 1 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:40 PM Page 24 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 1 0 0 0 2 1 2 2 2 2 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 0.0 0.0 0.0 0.0 2 2 0.01 0.0 0.0 0.0 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS *** User-Defined Variable Quantity Lines *** addr *** <------> *** kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** UVQUAN vol2 RCHRES 2 VOL 4 UVQUAN v2m2 GLOBAL WORKSP 1 3 UVQUAN vpo2 GLOBAL WORKSP 2 3 UVQUAN v2d2 GENER 2 K 1 3 *** User-Defined Target Variable Names *** addr or addr or *** <------> <------> *** kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper <****> <----><-> <----><-><-><-> <---> <--> <----><-><-><-> <---> <--> UVNAME v2m2 1 WORKSP 1 1.0 QUAN UVNAME vpo2 1 WORKSP 2 1.0 QUAN UVNAME v2d2 1 K 1 1.0 QUAN *** opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> <> <-><-> GENER 2 v2m2 = 3283.88 *** Compute remaining available pore space GENER 2 vpo2 = v2m2 GENER 2 vpo2 -= vol2 *** Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo2 < 0.0) THEN GENER 2 vpo2 = 0.0 END IF *** Infiltration volume GENER 2 v2d2 = vpo2 END SPEC-ACTIONS FTABLES FTABLE 2 71 4 Depth Area Volume Outflow1 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:40 PM Page 25 0.000000 0.074776 0.000000 0.000000 0.060989 0.074116 0.000414 0.000000 0.121978 0.073157 0.000839 0.000000 0.182967 0.072205 0.001273 0.000000 0.243956 0.071258 0.001718 0.000000 0.304945 0.070318 0.002173 0.000000 0.365934 0.069384 0.002638 0.000000 0.426923 0.068456 0.003114 0.000000 0.487912 0.067534 0.003601 0.000000 0.548901 0.066618 0.004098 0.000000 0.609890 0.065708 0.004606 0.000000 0.670879 0.064805 0.005125 0.000000 0.731868 0.063908 0.005655 0.000000 0.792857 0.063016 0.006196 0.000000 0.853846 0.062131 0.006749 0.000000 0.914835 0.061252 0.007313 0.000000 0.975824 0.060380 0.007889 0.000000 1.036813 0.059513 0.008476 0.000000 1.097802 0.058653 0.009075 0.000000 1.158791 0.057799 0.009686 0.000000 1.219780 0.056950 0.010308 0.000000 1.280769 0.056108 0.010943 0.000000 1.341758 0.055273 0.011590 0.000000 1.402747 0.054443 0.012250 0.000936 1.463736 0.053619 0.012921 0.001404 1.524725 0.052802 0.013606 0.002339 1.585714 0.051991 0.014303 0.002807 1.646703 0.051186 0.015012 0.003521 1.707692 0.050387 0.015735 0.003878 1.768681 0.049594 0.016471 0.004445 1.829670 0.048807 0.017219 0.004729 1.890659 0.048027 0.017981 0.005207 1.951648 0.047252 0.018756 0.005447 2.012637 0.046484 0.019545 0.005866 2.073626 0.045722 0.020347 0.006076 2.134615 0.044966 0.021163 0.006455 2.195604 0.044216 0.021993 0.006644 2.256593 0.043473 0.023160 0.006992 2.317582 0.042735 0.024346 0.007166 2.378571 0.042004 0.025552 0.007490 2.439560 0.041279 0.026777 0.007652 2.500549 0.040560 0.028022 0.007956 2.561538 0.039847 0.029288 0.008108 2.622527 0.039140 0.030573 0.008396 2.683516 0.038440 0.031879 0.008539 2.744505 0.037745 0.033205 0.008813 2.805495 0.037057 0.034552 0.008950 2.866484 0.036375 0.035919 0.009211 2.927473 0.035699 0.037308 0.009383 2.988462 0.035029 0.038717 0.009830 3.049451 0.034365 0.040148 0.010390 3.110440 0.033708 0.041600 0.010988 3.171429 0.033057 0.043074 0.011588 3.232418 0.032411 0.044569 0.012175 3.293407 0.031772 0.046087 0.012743 3.354396 0.031139 0.047626 0.013290 3.415385 0.030512 0.049187 0.013818 3.476374 0.029892 0.050771 0.014327 3.537363 0.029277 0.052377 0.014819 3.598352 0.028669 0.054006 0.015295 3.659341 0.028067 0.055658 0.015757 3.720330 0.027471 0.057333 0.016205 3.781319 0.026881 0.059030 0.016642 3.842308 0.026297 0.060751 0.017068 3.903297 0.025719 0.062496 0.017483 3.964286 0.025148 0.064264 0.017889 4.025275 0.024583 0.066055 0.018287 4.086264 0.024024 0.067871 0.018677 4.147253 0.023471 0.069710 0.019060 4.208242 0.022924 0.071574 0.019439 Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:40 PM Page 26 4.250000 0.022383 0.075387 0.030529 END FTABLE 2 FTABLE 1 23 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.022383 0.000000 0.000000 0.000000 0.060989 0.075745 0.004590 0.000000 0.112847 0.121978 0.076721 0.009239 0.085721 0.133836 0.182967 0.077702 0.013948 0.137280 0.137277 0.243956 0.078690 0.018718 0.174194 0.140718 0.304945 0.079683 0.023547 0.204551 0.144159 0.365934 0.080683 0.028437 0.230952 0.147601 0.426923 0.081689 0.033389 0.254630 0.151042 0.487912 0.082702 0.038402 0.276286 0.154483 0.548901 0.083720 0.043477 0.296364 0.157924 0.609890 0.084744 0.048614 0.315166 0.161365 0.670879 0.085775 0.053814 0.332907 0.164807 0.731868 0.086812 0.059077 0.349749 0.168248 0.792857 0.087855 0.064403 0.365817 0.171689 0.853846 0.088904 0.069793 0.778980 0.175130 0.914835 0.089959 0.075248 1.633827 0.178572 0.975824 0.091020 0.080767 2.753078 0.182013 1.036813 0.092088 0.086350 4.080298 0.185454 1.097802 0.093162 0.092000 5.580037 0.188895 1.158791 0.094241 0.097714 7.224116 0.192336 1.219780 0.095327 0.103495 8.986947 0.195778 1.280769 0.096420 0.109342 10.84356 0.199219 1.300000 0.096765 0.111200 12.76874 0.200304 END FTABLE 1 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 1 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 1 IMPLND 1 999 EXTNL PETINP WDM 2 PREC ENGL 1 RCHRES 1 EXTNL PREC WDM 1 EVAP ENGL 0.5 RCHRES 1 EXTNL POTEV WDM 1 EVAP ENGL 0.7 RCHRES 2 EXTNL POTEV END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 2 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1001 STAG ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1002 STAG ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1003 FLOW ENGL REPL COPY 1 OUTPUT MEAN 1 1 12.1 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 12.1 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:40 PM Page 27 MASS-LINK 8 RCHRES OFLOW OVOL 2 RCHRES INFLOW IVOL END MASS-LINK 8 MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 MASS-LINK 16 RCHRES ROFLOW COPY INPUT MEAN END MASS-LINK 16 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:40 PM Page 28 Predeveloped HSPF Message File Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:40 PM Page 29 Mitigated HSPF Message File Carlsbad Water Tank 2022-12-20 12/20/2022 12:41:40 PM Page 30 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2022; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com Ill Analysis fal D,awdown Analysis Select analysis for 1002 Surface Biofilter 1 STAGE Mitigated Pond: Surface Biofilter 1 Maximum Stage 105 Drawdown Time (dd hh:mm:ss) !Less than 1 day I Pond drains in less than 1 days. Durations I Flow Frequency Anal :yze datasets CompactWDM 100 II 1 Biofilter 1 STAGE Mitiaated -: . . ·-•■ AUD atasets Flow Stage Preci p I Delete Selected Eva p PDC 1 I Drawdown I Hydrograph r Monthly FF l cl Du1ation Bounds ro:o,-Minimum g:--Maximum r Seasonal Durations (mm/dd) Start Date I I End Date I I I -I I ATTACHMENT 3 Structural BMP Maintenance Information Use this checklist to ensure the required information has been included in the Structural BMP Maintenance Information Attachment: Preliminary Design/Planning/CEQA level submittal: Attachment 3 must identify: Typical maintenance indicators and actions for proposed structural BMP(s) based on Section 7.7 of the BMP Design Manual Final Design level submittal: Attachment 3 must identify: Specific maintenance indicators and actions for proposed structural BMP(s). This shall be based on Section 7.7 of the BMP Design Manual and enhanced to reflect actual proposed components of the structural BMP(s) How to access the structural BMP(s) to inspect and perform maintenance Features that are provided to facilitate inspection (e.g., observation ports, cleanouts, silt posts, or other features that allow the inspector to view necessary components of the structural BMP and compare to maintenance thresholds) Manufacturer and part number for proprietary parts of structural BMP(s) when applicable Maintenance thresholds for BMPs subject to siltation or heavy trash(e.g., silt level posts or other markings shall be included in all BMP components that will trap and store sediment, trash, and/or debris, so that the inspector may determine how full the BMP is, and the maintenance personnel may determine where the bottom of the BMP is . If required, posts or other markings shall be indicated and described on structural BMP plans.) Recommended equipment to perform maintenance When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management Maintenance Program for Inlet Stenciling Inspection Frequency/Indications: Regular Maintenance Inspections  Before wet season begins (September);  After wet season (April). Maintenance Indications Maintenance Activities  Inlet stenciling/signage begins to weather or fade  Re-stamp signage  Broken or damaged structure  Repair or replace signage structure Maintenance Program for Trash Capture Device Inspection Frequency/Indications: Quarterly Inspections Maintenance Indications Maintenance Activities  Filter is clogged  Clear accumulated trash BF‐1 Biofiltration BMP MAINTENANCE FACT SHEET FOR STRUCTURAL BMP BF‐1 BIOFILTRATION Biofiltration facilities are vegetated surface water systems that filter water through vegetation, and soil or engineered media prior to discharge via underdrain or overflow to the downstream conveyance system. Biofiltration facilities have limited or no infiltration. They are typically designed to provide enough hydraulic head to move flows through the underdrain connection to the storm drain system. Typical biofiltration components include: • Inflow distribution mechanisms (e.g., perimeter flow spreader or filter strips) • Energy dissipation mechanism for concentrated inflows (e.g., splash blocks or riprap) • Shallow surface ponding for captured flows • Side slope and basin bottom vegetation selected based on climate and ponding depth • Non‐floating mulch layer • Media layer (planting mix or engineered media) capable of supporting vegetation growth • Filter course layer consisting of aggregate to prevent the migration of fines into uncompacted native soils or the aggregate storage layer • Aggregate storage layer with underdrain(s) • Impermeable liner or uncompacted native soils at the bottom of the facility • Overflow structure Normal Expected Maintenance Biofiltration requires routine maintenance to: remove accumulated materials such as sediment, trash or debris; maintain vegetation health; maintain infiltration capacity of the media layer; replenish mulch; and maintain integrity of side slopes, inlets, energy dissipators, and outlets. A summary table of standard inspection and maintenance indicators is provided within this Fact Sheet. Non‐Standard Maintenance or BMP Failure If any of the following scenarios are observed, the BMP is not performing as intended to protect downstream waterways from pollution and/or erosion. Corrective maintenance, increased inspection and maintenance, BMP replacement, or a different BMP type will be required. • The BMP is not drained between storm events. Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health, and surface ponding longer than approximately 96 hours following a storm event poses a risk of vector (mosquito) breeding. Poor drainage can result from clogging of the media layer, filter course, aggregate storage layer, underdrain, or outlet structure. The specific cause of the drainage issue must be determined and corrected. • Sediment, trash, or debris accumulation greater than 25% of the surface ponding volume within one month. This means the load from the tributary drainage area is too high, reducing BMP function or clogging the BMP. This would require pretreatment measures within the tributary area draining to the BMP to intercept the materials. Pretreatment components, especially for sediment, will extend the life of components that are more expensive to replace such as media, filter course, and aggregate layers. • Erosion due to concentrated storm water runoff flow that is not readily corrected by adding erosion control blankets, adding stone at flow entry points, or minor re‐grading to restore proper drainage BF‐1 Biofiltration according to the original plan. If the issue is not corrected by restoring the BMP to the original plan and grade, the [City Engineer] shall be contacted prior to any additional repairs or reconstruction. Other Special Considerations Biofiltration is a vegetated structural BMP. Vegetated structural BMPs that are constructed in the vicinity of, or connected to, an existing jurisdictional water or wetland could inadvertently result in creation of expanded waters or wetlands. As such, vegetated structural BMPs have the potential to come under the jurisdiction of the United States Army Corps of Engineers, SDRWQCB, California Department of Fish and Wildlife, or the United States Fish and Wildlife Service. This could result in the need for specific resource agency permits and costly mitigation to perform maintenance of the structural BMP. Along with proper placement of a structural BMP, routine maintenance is key to preventing this scenario. BF‐1 Biofiltration SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR BF‐1 BIOFILTRATION The property owner is responsible to ensure inspection, operation and maintenance of permanent BMPs on their property unless responsibility has been formally transferred to an agency, community facilities district, homeowners association, property owners association, or other special district. Maintenance frequencies listed in this table are average/typical frequencies. Actual maintenance needs are site‐specific, and maintenance may be required more frequently. Maintenance must be performed whenever needed, based on maintenance indicators presented in this table. The BMP owner is responsible for conducting regular inspections to see when maintenance is needed based on the maintenance indicators. During the first year of operation of a structural BMP, inspection is recommended at least once prior to August 31 and then monthly from September through May. Inspection during a storm event is also recommended. After the initial period of frequent inspections, the minimum inspection and maintenance frequency can be determined based on the results of the first year inspections. Threshold/Indicator Maintenance Action Typical Maintenance Frequency Comments Accumulation of sediment, litter, or debris Remove and properly dispose of accumulated materials, without damage to the vegetation or compaction of the media layer. • Inspect after every 0.5‐inch or larger storm event or as needed Avoid vehicular traffic on the basin bottom (other than grass mowing equipment) to prevent damage to the media layer. The most common tools for maintenance are mowers and hand tools to remove built up sediment and debris in the basin and to redistribute media displaced. Obstructed inlet or outlet structure Clear blockage. • Inspect after every 0.5‐inch or larger storm event or as needed Grated lids on catch basins can be removed for inspecting all outlet structure components. The most common tool for cleaning catch basins is an industrial vacuum truck with a tank and vacuum hose (e.g. Vactor truck) to remove sediment and debris from the sump. Damage to structural components such as weirs, inlet or outlet structures Repair or replace as applicable • Inspect after every 0.5‐inch or larger storm event or as needed Poor vegetation establishment Re‐seed, re‐plant, or re‐establish vegetation per original plans. • Inspect after every 0.5‐inch or larger storm event or as needed Irrigate or hand‐water vegetation as needed to help plants establish in the first few years of installation or after as needed. Dead or diseased vegetation Remove dead or diseased vegetation, re‐ seed, re‐plant, or re‐establish vegetation per original plans. • Inspect after every 0.5‐inch or larger storm event or as needed Treat all diseased trees and shrubs mechanically or by hand depending on the insect or disease infestation. *“25% full” is defined as ¼ of the depth from the design bottom elevation to the crest of the outflow structure (e.g., if the height to the outflow opening is 12 inches from the bottom elevation, then the materials must be removed when there is 3 inches of accumulation – this should be marked on the outflow structure). BF‐1 Biofiltration SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR BF‐1 BIOFILTRATION (Continued from previous page) Threshold/Indicator Maintenance Action Typical Maintenance Frequency Comments Overgrown vegetation Mow or trim as appropriate. • Inspect after every 0.5‐inch or larger storm event or as needed Routine maintenance requires the same equipment that is used for general landscape maintenance. 2/3 of mulch has decomposed, or mulch has been removed Remove decomposed fraction and top off with fresh mulch to a total depth of 3 inches. • Inspect after every 0.5‐inch or larger storm event or as needed • Replenish mulch annually, or more frequently when needed based on inspection. Remulch by hand any void areas. Prevent and control weeds by blocking light and air space. Remove previous layer of mulch and apply new mulch layer by hand once every two to three years. Erosion due to concentrated irrigation flow Repair/re‐seed/re‐plant eroded areas and adjust the irrigation system. • Inspect after every 0.5‐inch or larger storm event or as needed Replace soil media in void areas caused by settlement. Erosion due to concentrated storm water runoff flow Repair/re‐seed/re‐plant eroded areas, and make appropriate corrective measures such as adding erosion control blankets, adding stone at flow entry points, or minor re‐grading to restore proper drainage according to the original plan. If the issue is not corrected by restoring the BMP to the original plan and grade, the [City Engineer] shall be contacted prior to any additional repairs or reconstruction. • Inspect after every 0.5‐inch or larger storm event. If erosion due to storm water flow has been observed, increase inspection frequency to after every 0.1‐ inch or larger storm event. • Maintenance when needed. If the issue is not corrected by restoring the BMP to the original plan and grade, the [City Engineer] shall be contacted prior to any additional repairs or reconstruction. The most common tools for maintenance are hand tools such as rakes to redistribute rocks as necessary. Standing water in BMP for longer than 24 hours following a storm event Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health Make appropriate corrective measures such as adjusting irrigation system, removing obstructions of debris or invasive vegetation, clearing underdrains, or repairing/replacing clogged or compacted soils. • Inspect after every 0.5‐inch or larger storm event or as needed BF‐1 Biofiltration SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR BF‐1 BIOFILTRATION (Continued from previous page) Threshold/Indicator Maintenance Action Typical Maintenance Frequency Comments Presence of mosquitos/larvae For images of egg rafts, larva, pupa, and adult mosquitos, see http://www.mosquito.org/biology If mosquitos/larvae are observed: first, immediately remove any standing water by dispersing to nearby landscaping; second, make corrective measures as applicable to restore BMP drainage to prevent standing water. If mosquitos persist following corrective measures to remove standing water, or if the BMP design does not meet the 96‐hour drawdown criteria due to release rates controlled by an orifice installed on the underdrain, the [City Engineer] shall be contacted to determine a solution. A different BMP type, or a Vector Management Plan prepared with concurrence from the County of San Diego Department of Environmental Health, may be required. • Inspect monthly and after every 0.5‐inch or larger storm event. If mosquitos are observed, increase inspection frequency to after every 0.1‐inch or larger storm event. • Maintenance when needed. Underdrain clogged Clear blockage. • Inspect if standing water is observed for longer than 24‐96 hours following a storm event. • Maintenance when needed. Grated lids on catch basins can be removed for clearing underdrains. The most common tool for cleaning underdrains/flow restrictors is a truck with a tank, vacuum hose, and a jet hose (e.g. Vactor truck) to flush sediment and debris from the pipes. If inspection and maintenance requires entering a catch basin, it should be conducted by an individual trained and certified to work in confined spaces. References American Mosquito Control Association. http://www.mosquito.org/ California Storm Water Quality Association (CASQA). 2003. Municipal BMP Handbook. https://www.casqa.org/resources/bmp‐handbooks/municipal‐bmp‐handbook County of San Diego. 2014. Low Impact Development Handbook. http://www.sandiegocounty.gov/content/sdc/dpw/watersheds/susmp/lid.html San Diego County Copermittees. 2016. Model BMP Design Manual, Appendix E, Fact Sheet INF‐3. http://www.projectcleanwater.org/index.php?option=com_content&view=article&id=250&Itemid=220 BF‐1 Biofiltration Date: Inspector: BMP ID No.: Permit No.: APN(s): Property / Development Name: Responsible Party Name and Phone Number: Property Address of BMP: Responsible Party Address: INSPECTION AND MAINTENANCE CHECKLIST FOR BF‐1 BIOFILTRATION PAGE 1 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Accumulation of sediment, litter, or debris ☐ Remove and properly dispose of accumulated materials, without damage to the Maintenance Needed? ☐ YES ☐ NO ☐ N/A vegetation ☐ If sediment, litter, or debris accumulation exceeds 25% of the surface ponding volume within one month (25% full*), add a forebay or other pre‐treatment measures within the tributary area draining to the BMP to intercept the materials. ☐ Other / Comments: Poor vegetation establishment ☐ Re‐seed, re‐plant, or re‐establish vegetation per original plans Maintenance Needed? ☐ YES ☐ Other / Comments: ☐ NO ☐ N/A *“25% full” is defined as ¼ of the depth from the design bottom elevation to the crest of the outflow structure (e.g., if the height to the outflow opening is 12 inches from the bottom elevation, then the materials must be removed when there is 3 inches of accumulation – this should be marked on the outflow structure). BF‐1 Biofiltration Date: Inspector: BMP ID No.: Permit No.: APN(s): INSPECTION AND MAINTENANCE CHECKLIST FOR BF‐1 BIOFILTRATION PAGE 2 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Dead or diseased vegetation ☐ Remove dead or diseased vegetation, reseed, re‐plant, or re‐establish vegetation per Maintenance Needed? ☐ YES ☐ NO original plans ☐ Other / Comments: ☐ N/A Overgrown vegetation ☐ Mow or trim as appropriate Maintenance Needed? ☐ Other / Comments: ☐ YES ☐ NO ☐ N/A 2/3 of mulch has decomposed, or mulch has ☐ Remove decomposed fraction and top off been removed with fresh mulch to a total depth of 3 inches Maintenance Needed? ☐ Other / Comments: ☐ YES ☐ NO ☐ N/A BF‐1 Biofiltration Date: Inspector: BMP ID No.: Permit No.: APN(s): INSPECTION AND MAINTENANCE CHECKLIST FOR BF‐1 BIOFILTRATION PAGE 3 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Erosion due to concentrated irrigation flow ☐ Repair/re‐seed/re‐plant eroded areas and adjust the irrigation system Maintenance Needed? ☐ YES ☐ Other / Comments: ☐ NO ☐ N/A Erosion due to concentrated storm water runoff ☐ Repair/re‐seed/re‐plant eroded areas, flow and make appropriate corrective measures such as adding erosion control blankets, Maintenance Needed? ☐ YES ☐ NO ☐ N/A adding stone at flow entry points, or minor re‐grading to restore proper drainage according to the original plan ☐ If the issue is not corrected by restoring the BMP to the original plan and grade, the [City Engineer] shall be contacted prior to any additional repairs or reconstruction ☐ Other / Comments: BF‐1 Biofiltration Date: Inspector: BMP ID No.: Permit No.: APN(s): INSPECTION AND MAINTENANCE CHECKLIST FOR BF‐1 BIOFILTRATION PAGE 4 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Obstructed inlet or outlet structure Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Clear blockage ☐ Other / Comments: Underdrain clogged (inspect underdrain if standing water is observed for longer than 24‐96 hours following a storm event) Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Clear blockage ☐ Other / Comments: Damage to structural components such as weirs, inlet or outlet structures Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Repair or replace as applicable ☐ Other / Comments: BF‐1 Biofiltration Date: Inspector: BMP ID No.: Permit No.: APN(s): INSPECTION AND MAINTENANCE CHECKLIST FOR BF‐1 BIOFILTRATION PAGE 5 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Standing water in BMP for longer than 24‐96 hours following a storm event* Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Make appropriate corrective measures such as adjusting irrigation system, removing obstructions of debris or invasive vegetation, clearing underdrains, or repairing/replacing clogged or compacted soils ☐ Other / Comments: Presence of mosquitos/larvae ☐ Apply corrective measures to remove standing water in BMP when standing For images of egg rafts, larva, pupa, and adult water occurs for longer than 24‐96 hours mosquitos, see following a storm event.** http://www.mosquito.org/biology ☐ Other / Comments: Maintenance Needed? ☐ YES ☐ NO ☐ N/A *Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health, and surface ponding longer than approximately 96 hours following a storm event poses a risk of vector (mosquito) breeding. Poor drainage can result from clogging of the media layer, filter course, aggregate storage layer, underdrain, or outlet structure. The specific cause of the drainage issue must be determined and corrected. **If mosquitos persist following corrective measures to remove standing water, or if the BMP design does not meet the 96‐hour drawdown criteria due to release rates controlled by an orifice installed on the underdrain, the [City Engineer] shall be contacted to determine a solution. A different BMP type, or a Vector Management Plan prepared with concurrence from the County of San Diego Department of Environmental Health, may be required. ATTACHMENT 4 City standard Single Sheet BMP (SSBMP) Exhibit [Use the City’s standard Single Sheet BMP Plan.] 7 0 0 0 0 o I o I II ~~--:::_ ~ ~ ~/f.s I • ~ L~,;;·. . .. ------,,... ... ~~ • D 0 \ ' 1· \ I .. .\ , I~ I \ \ /~ fl • • 376.45' X V 0 "' "' 333 > PARTY RESPONSIBLE FOR MAINTENANCE: CARLSBAD MUNICIPAL WATER DISTRICT 5950 EL CAMINO REAL CARLSBAD, CA 92008 PHONE:442-339-2368 CONTACT: ANTHONY SEVNISKY PLAN PREPARED B~ SIGNATURE: RICHARD S. TOMLINSON, JR. PE NV5, INC. 15092 AVE. OF SCIENCE SAN DIEGO, CA 92128 858-385-0500 CERTIFICATION: BMP NOTES: 1. THESE BMP'S ARE MANDATORY TO BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS OR THESE PLANS. 2. NO CHANGES TO THE PROPOSED BMP'S ON THIS SHEET WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. 3. NO SUBSTITUTION TO THE MATERIAL OR TYPES OR PLANTING TYPES WITHOUT PRIOR APPROVAL OF THE CITY ENGINEER. 4. NO OCCUPANCY WILL BE GRANTED UNTIL THE CITY INSPECTION STAFF HAS INSPECTED THIS PROJECT FOR APPROPRIATE BMP CONSTRUCTION AND APPLICATION. 5. REFER TO MAINTENANCE AGREEMENT DOCUMENT 6. SEE SWMP FOR ADDITION INFORMATION BMP TABLE BMP ID # BMP 1YPE SYMBOL CASQA NO. QUANTITY DRAWING NO. SHEET NO. HYDROMODIFICATION AND TREATMENT CONTROL (i) BIOFILTRATION ~ "'"-1 TC 32 975 SF SOURCE CONTROL ® SD STIENCIL 0 SC2 1 EA @ ON-SITIE DRAINS 0 SC6 1 EA LOW IMPACT DESIGN (L. I. D.) © MIN. IMPERVIOUS [//1 SD-3 0.48 ACRE ® MIN. COMPACTION E'//;\ SD-4 0.48 ACRE ® IMP. DISPRESION V //\ SD-5 0.48 ACRE 0 RUNOFF COLLECT ~"'-"'1 SD-6 975 SF TRASH CAPTURE BMP ® REM TRITON TC-50 1 TR20(12) CPS-FTC DATE INITIAL DATE INITIAL DATE INITIAL ENGINEER OF WORK REVISION DESCRIPTION O1HER APPROVAL CITY APPROVAL INSPECTION FREQUENCY MAINTENANCE FREQUENCY SEMI-ANNUAL ANNUAL SEMI-ANNUAL ANNUAL SEMI-ANNUAL ANNUAL SEMI-ANNUAL ANNUAL SEMI-ANNUAL ANNUAL SEMI-ANNUAL ANNUAL SEMI-ANNUAL ANNUAL QUARTERLY QUARTERLY I SHEET I CITY OF CARLSBAD I SHEETS I ENGINEERING DEPARTMENT IMPROVEMENT PLANS FOR: RECYCLED WATER PHASE Ill: D-4 RESERVOIR I I PROJECT NO. : CUP2020-0003 I DRAWING NO.I