Loading...
HomeMy WebLinkAboutCT 2023-0005; JUNIPER COAST HOMES; STORM WATER QUALITY MANAGEMENT PLAN; 2025-10-01 CITY OF CARLSBAD PRIORITY DEVELOPMENT PROJECT (PDP) FINAL STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR JUNIPER COAST HOMES 270 JUNIPER AVENUE CT 2023-0005 / CDP 2023-0058 / PUD 2023-0007 DWG 551-3 / 551-3A GR 2025-0001 / IMP 2025-0001 ENGINEER OF WORK: _____________________________________________ TYLER G LAWSON, PE #80356 PREPARED FOR: TOLL WEST COAST LLC 350 COMMERCE, SUITE 200 IRVINE, CA 92602 PH: (714) 347-1375 PREPARED BY: PASCO, LARET, SUITER & ASSOCIATES 1911 SAN DIEGO AVENUE, SAN DIEGO, CA 92110 PH: (858) 259-8212 DATE: October 2025 No. 80356 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: Categorization of Infiltration Feasibility Condition (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 (Not Included) Attachment 2d: Flow Control Facility Design Attachment 3: Structural BMP Maintenance Thresholds and Actions Attachment 4: Single Sheet BMP (SSBMP) Exhibit CERTIFICATION PAGE Project Name: JUNIPER COAST HOMES Project ID: CT 2023-0005 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. ________________________________________________________ Engineer of Work's Signature, PE Number & Expiration Date Tyler Lawson_____________________________________________ Print Name Pasco, Laret, Suiter & Associates_____________________________ Company ____________________________ Date 80356; 12/31/26 10/17/2025 No. 80356 PROJECT VICINITY MAP \.) 1' N NOTTO SCALE I Page 1 of 4 REV 04/23 E-34 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, “PRIORITY DEVELOPMENT PROJECT (PDP) requirements or not considered a development project. This questionnaire will also determine if the project is subject to TRASH CAPTURE 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: Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750www.carlsbadca.gov STORM WATER STANDARDS QUESTIONNAIRE E-34 INSTRUCTIONS: On-site: 29,091 sf / 0.668 ac ROW: 1,742 sf / 0.040 ac On-site: 37,856 sf / 0.869 ac ROW: 2,061 sf / 0.046 ac C cityof Carlsbad □ □ □ □ E-34 Page 2 of 4 REV 04/23 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; ORb)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 USEPAGreen Streets guidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed inaccordance 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 04/23 * Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of SpecialBiological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodiesdesignated 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 ManagementPlan; 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 surfacescollectively 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 ofimpervious 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 ofimpervious 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 hillsidedevelopment 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 ofimpervious 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 moreof impervious street, road, highway, freeway or driveway surface collectively over the entire projectsite? 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 ofimpervious surface collectively over the entire site, and discharges directly to an EnvironmentallySensitive 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 squarefeet 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 squarefeet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includesRGO’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 landand 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%? (CMC21.203.040) 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 5, complete the trash capture question. If you answered “no” to all of the above questions, your project is a ‘STANDARD PROJECT’. Go to step 5, complete the trash capture question. □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ E-34 Page 4 of 4 REV 04/23 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 5, complete the trash capture question. If you answered “no,” the structural BMP’s required for PDP apply to the entire development. Go to step 5, complete the trash capture question. STEP 5 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS Complete the question below regarding your Project (SDRWQCB Order No. 2017-0077): YES NO Is the 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 (VisitorCommercial), O (Office), VC/OS (Visitor Commercial/Open Space), PI/O (Planned Industrial/Office), or Public Transportation Station If you answered “yes”, the ‘PROJECT’ is subject to TRASH CAPTURE REQUIREMENTS. Go to step 6, check the first box stating, “My project is subject to TRASH CAPTURE REQUIREMENTS …” and the second or third box as determined in step 3. If you answered “no”, Go to step 6, check the second or third box as determined in step 3. STEP 6 CHECK THE APPROPRIATE BOX(ES) AND COMPLETE APPLICANT INFORMATION My project is subject to TRASH CAPTURE REQUIREMENTS and must comply with TRASH CAPTURE REQUIREMENTS of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP). 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. If my project is subject to TRASH CAPTURE REQUIREMENTS, I will submit a TRASH CAPTURE Storm Water Quality Management Plan (TCSWQMP) per E-35A. 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. 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: □ □ □ □ □ □ □ □ 3/7= ~ SITE INFORMATION CHECKLIST Project Summary Information Project Name Juniper Coast Homes Project ID (CT 2023-0005) Project Address 270 Juniper Avenue, Carlsbad, CA 92008 Assessor's Parcel Number(s) (APN(s)) 240-240-22 Project Watershed (Hydrologic Unit) Carlsbad 904.31 (Carlsbad) Parcel Area Right-of-Way Area (PL to Centerline) 0.869 Acres (37,856 Square Feet) 0.084 Acres (3,674 Square Feet) Existing Impervious Area (subset of Parcel Area) 0.039 Acres (1,715 Square Feet) Area to be disturbed by the project (Project Area Onsite) (Project Area ROW) 0.869 Acres (37,856 Square Feet) 0.046 Acres (2,061 Square Feet) Project Proposed Impervious Area 0.668 Acres (29,091 Square Feet) Project Proposed Pervious Area (subset of Project Area) 0.201 Acres (8,765 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 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 Non-Vegetated Pervious Areas Impervious Areas Description / Additional Information: Underlying Soil belongs to Hydrologic Soil Group (select all that apply): NRCS Type A NRCS Type B NCRS 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 GW Depth > 20 feet Existing Natural Hydrologic Features (select all that apply): Watercourses Seeps Springs Wetlands None Description / Additional Information: X X X X X X X Per the geotech report: groundwater table was also not encountered within the depths of the borings performed, approximately 13.5 feet below existing grade. X X I I 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) Existing drainage conveyance can be categorized as urban. There is not any significant drainage infrastructure onsite to convey storm water. The majority of runoff travels through the site on the surface by means of sheet flow from east to northwest. This runoff eventually drains to a low point in the northwest corner of the site. It appears runoff ponds and then infiltrates at this low point. The remaining portion of runoff drains to approximately the front midpoint of the project along the southern property line to a low point at an existing public storm drain inlet. (2) The site is at the low point of Juniper Avenue and has an existing storm drain inlet just offsite along the frontage of the property within Juniper Avenue. The stormwater conveyance system ultimately discharges to the railroad tracks to the east of Juniper Avenue via storm drain and surface flow. (3) Yes, based on a study of the existing topography runoff from the development directly to the west as well as a handful of lots off Garfield Street drain onto the project site. Runoff from the neighboring lots and the project site confluence on site at the low point in the northwest corner. Description of Proposed Site Development and Drainage Patterns Project Description / Proposed Land Use and/or Activities: The project proposes to demolish all existing onsite structures, clear and grub the site, and construct a new multi-family structure with 21 dwelling units along with other hardscape and landscape improvements typical of multi-family development. List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features): Proposed impervious features onsite include buildings / roof areas, concrete walkways and concrete ribbon gutter. List/describe proposed pervious features of the project (e.g., landscape areas): Proposed pervious features onsite include landscaping and a biofiltration treatment control raised planter BMPs and pervious pavers. Does the project include grading and changes to site topography? Yes No Description / Additional Information: Project proposes to precise grade the site along with some changes to onsite topography. The onsite grading consists of approximately 70 CY of cut and 3,850 CY of fill, resulting in 3,780 CY of import. Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)? Yes No Description / Additional Information: The majority of runoff in the existing condition drains to a low point in the northwest corner of the site where it infiltrates into the ground. Since new structures and improvements are proposed in this location it is not feasible to maintain this drainage condition. The site will be graded to mimic the portion of runoff that does leave the site to Juniper Avenue in the existing condition. In the proposed condition all runoff generated on site will enter into the public storm drain in Juniper Ave and will follow the same path as in the existing condition. X X Identify whether any of the following features, activities, and/or pollutant source areas will be present (select all that apply): 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 X X X X X 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 Identification of Project Site Pollutants Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see BMP Design Manual Appendix B.6): 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 Organic Compounds Trash & Debris X Oxygen Demanding Substances X Oil & Grease X Bacteria & Viruses X Pesticides X Agua Hedinoda Lagoon Pacific Ocean Shoreline, LosMonos HSA, Carlsbad StateBeach at Tamarack Ave Toxicity N/A Trash Trash Drainage leaving the site eventually makes it way to Agua Hedinoda Lagoon viasheet flow and buried storm drain conveyance systems. Runoff continues downstream to ultimately discharge into the Pacific Ocean. Hydromodification Management Requirements Do hydromodification management requirements apply (see Section 1.6 of the BMP Design Manual)? 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 are 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 an 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): Per “Hydromodification Exemption analyses for the select Carlsbad Watersheds” dated September 17, 2015 by Chang Consultants our project site is considered HMP exempt. 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? 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 Section 6.2 of the BMP Design Manual been performed? 6.2.1 Verification of Geomorphic Landscape Units (GLUs) Onsite 6.2.2 Downstream Systems Sensitivity to Coarse Sediment 6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite 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? 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 6.2.4 and 6.2.5 as applicable, and the areas are identified on the SWQMP Exhibit. Discussion / Additional Information: X 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. Has a geomorphic assessment been performed for the receiving channel(s)? 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: N/A 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. 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. E-36 Page 1 of 4 Revised 04/23 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 □ □ □ □ □ □ □ □ □ C cityof Carlsbad □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ E-36 Page 2 of 4 Revised 04/23 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 □ □ □ D □ □ □ D D □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ E-36 Page 3 of 4 Revised 04/23 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 04/23 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: A ~z I I ,,,,, 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. After development of the project site plan (including size of proposed structures) in accordance with City of Carlsbad General Plan and local zoning ordinance, the structural BMPs deemed most feasible for the site were biofiltration raised planters (BF-1), pervious pavers (SD-D) a tree well (SD-A) and Prinsco storage vault V1. Harvest and use was deemed to be infeasible per form K-7, as the 36 hour demand is less than 0.25 DCV. A portion of the site will utilize infiltration, but it is not feasible to infiltrate all runoff generated onsite. The project proposes 14 biofiltration raised planters, pervious pavers and vault V1 to be located onsite to meet pollutant control requirements. The majority of runoff that lands on the roof will be routed to a raised planter BMP through roof down spouts (DMAs 1-14). The remaining portion of runoff generated from the roofs that doesn’t outlet at a raised planter will outlet onto the drive isle and sheet flow to the pervious with the portion of runoff generated within the drive aisle from DMA 15. Runoff from DMA 15 will comply with pollutant control requirements by storing the full DCV generated by DMA 15 within the gravel storage layer underneath the underdrain in the proposed pervious pavers, where runoff can infiltrate into the ground. The remainder of runoff above the subdrain will be routed to a proposed onsite Prinsco storage vault V1 within the hammerhead turn around in the drive isle. DMA 16 is the portion of runoff that lands within landscaped areas that wrap the site. In order to account for future hardscape a 100 sf hardscape contingency has been assigned to DMA 16 to account for added future hardscape for each unit. The largest backyard area that a unit can have that is not currently covered by roofing is approximately 150 sf. With a 100 sf hardscape contingency, this represents 66.7%. The applied contingency already exceeds the 50% requested by the City. Runoff from the side yards will also be routed to the Prinsco storage vault V1. Once in the approximately 6,724 cubic foot storage vault runoff will infiltrate into the ground and not leave the site. The vault is sized to detain the 100-yr storm volume of 6,090 cubic feet and be able to detain the 154 cubic feet DCV generated by DMA 16 with the 473 cubic foot storage surplus. DMA 17 is for the runoff generated by surface improvements within the right- of-way. DMA 17 will use a 15-ft diameter canopy tree well to capture the DCV generated by the surface improvements to comply with pollutant control requirements. The project is HMP exempt and the BMPs will be used for treatment control only. There are three trash capture devices located on site. Two trash capture devices have been placed at the front of the site to treat runoff prior to leaving the project site. The third trash capture device has been placed adjacent to the Prinsco Storage Vault to treat runoff prior to entering the vault. An additional trash capture device was placed inside the curb inlet in Juniper Ave to treat runoff generated offsite. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. DWG ____ 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) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) 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 Combine pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): SF biofiltration basin located within the common area with a finished grade elevation of . Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structure included in BMP for higher intensity storm events to convey water offsite also provided. X 1 X 54.3 551-3A Sheet No. ___ 3 120 Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. DWG ____ 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) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) 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 Combine pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): SF biofiltration basin located within the common area with a finished grade elevation of . Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structure included in BMP for higher intensity storm events to convey water offsite also provided. X 2 X 85 54.3 551-3A Sheet No. ___ 3 Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. DWG ____ 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) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) 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 Combine pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): SF biofiltration basin located within the common area with a finished grade elevation of . Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structure included in BMP for higher intensity storm events to convey water offsite also provided. X 3 X 55.185 551-3A Sheet No. ___ 3 Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. DWG ____ 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) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) 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 Combine pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): SF biofiltration basin located within the common area with a finished grade elevation of . Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structure included in BMP for higher intensity storm events to convey water offsite also provided. X 4 X 55.185 551-3A Sheet No. ___ 3 Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. DWG ____ 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) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) 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 Combine pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): SF biofiltration basin located within the common area with a finished grade elevation of . Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structure included in BMP for higher intensity storm events to convey water offsite also provided. X 5 X 55.985 551-3A Sheet No. ___ 3 Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. DWG ____ 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) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) 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 Combine pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): SF biofiltration basin located within the common area with a finished grade elevation of . Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structure included in BMP for higher intensity storm events to convey water offsite also provided. X 6 X 55.975 551-3A Sheet No. ___ 3 Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. DWG ____ 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) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) 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 Combine pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): SF biofiltration basin located within the common area with a finished grade elevation of . Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structure included in BMP for higher intensity storm events to convey water offsite also provided. X 7 X 56.775 551-3A Sheet No. ___ 3 Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. DWG ____ 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) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) 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 Combine pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): SF biofiltration basin located within the common area with a finished grade elevation of . Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structure included in BMP for higher intensity storm events to convey water offsite also provided. X 8 X 56.7102 551-3A Sheet No. ___ 3 Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. DWG ____ 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) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) 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 Combine pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): SF biofiltration basin located within the common area with a finished grade elevation of . Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structure included in BMP for higher intensity storm events to convey water offsite also provided. X 9 X 54.5121 551-3A Sheet No. ___ 3 Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. DWG ____ 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) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) 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 Combine pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): SF biofiltration basin located within the common area with a finished grade elevation of . Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structure included in BMP for higher intensity storm events to convey water offsite also provided. X 10 X 54.583 551-3A Sheet No. ___ 3 Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. DWG ____ 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) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) 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 Combine pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): SF biofiltration basin located within the common area with a finished grade elevation of . Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structure included in BMP for higher intensity storm events to convey water offsite also provided. X 11 X 55.283 551-3A Sheet No. ___ 3 Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. DWG ____ 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) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) 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 Combine pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): SF biofiltration basin located within the common area with a finished grade elevation of . Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structure included in BMP for higher intensity storm events to convey water offsite also provided. X 12 X 55.3133 551-3A Sheet No. ___ 3 Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. DWG ____ 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) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) 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 Combine pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): SF biofiltration basin located within the common area with a finished grade elevation of . Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structure included in BMP for higher intensity storm events to convey water offsite also provided. X 13 X 56.7102 551-3A Sheet No. ___ 3 Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. DWG ____ 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) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) 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 Combine pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): SF biofiltration basin located within the common area with a finished grade elevation of . Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structure included in BMP for higher intensity storm events to convey water offsite also provided. X 14 X 56.785 551-3A Sheet No. ___ 3 Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. DWG ____ 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) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) 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 Combine pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): X 15 X Runoff from the drive isle / parking will land on or sheet flow to the pervious pavers. Thepervious pavers have been designed per BMP fact sheet SD-D. There will be 5,197 sf ofunlined pervious pavers. Runoff from this DMA will have the full DCV infiltrate underneaththe subdrain within pervious paver gravel storage layer. 551-3A Sheet No. ___ 3 Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. DWG ____ 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) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) 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 Combine pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): X 16 X Runoff from the side and rear yards will be routed to an approximate cubic footsubterranean storage vault V by Prinsco located within the hammerhead turn around in thedrive isle. Once in the storage vault runoff will be able to infiltrate and the full DVCgenerated by the DMA will not leave the site. 551-3A Sheet No. ___ 3 1 6,724 Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. DWG ____ 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) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) 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 Combine pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): X 17 X Runoff generated from improvements within Juniper Avenue right-of-way will sheet flow tothe proposed pcc curb and gutter and directed to a proposed 15-ft diameter canopy tree wellBMP for treatment control. 551-3 Sheet No. ___ 2 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) 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 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. 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. 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 Included Attachment 1f Trash Capture BMP Design Calculations Refer to Appendices J of the BMP Design Manual for Trash capture BMP design guidelines Included Not included because the entire project is not subject to trash capture requirements Table D.1-1 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 (N/A) Existing natural hydrologic features (watercourses, seeps, springs, wetlands) (N/A) 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) DENSE TREES DENSE TREES DENSE TREES DENSE TREES DENSE TREES DENSE TREES DENSE TREES DENSE TREES DE C K DENSE TREES U/ C51. 1 51. 5 50. 4 50. 3 51. 4 51. 5 49. 3 49. 7 50. 2 51. 6 51. 4 52. 5 50. 7 50. 9 50. 5 51. 5 54. 8 55. 2 55. 2 55. 3 54. 7 51. 2 51. 3 51. 3 54. 8 51. 6 52. 4 52. 1 53. 4 51. 8 51. 2 50. 4 52. 4 52. 1 52. 5 50. 2 51. 5 51. 2 51. 5 55. 6 X X X X X X X X X X X X X X X X X X X X X XX X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X OE OE OE OE OE OE OE G G G G G G X X X X X X X X X X X X X X X X X X X X X X XX X X X X XX X X X XX X X DENSE TREES 55 55 55 55 55 55 55 55 55 55 55 50 50 50 50 50 50 50 50 X X X X X X X X X X X X X X X X X X X X X X X X X X XXXXXXXXXX /// /// /// // / // / 54 // / S S S S S S S S S S S S S S W W W W W W W W W W W W G G G G G G G G G G G G G SDSDSDSDSD SD SD SD SD SD SD SD SD SD SD SD SD SDSD W W S S G G SD SD SD SD SD SD SD SD SD SD SD SD SD GG GG E E 120 SF BMP PLANTER #1 85 SF BMP PLANTER #2 85 SF BMP PLANTER #3 85 SF BMP PLANTER #485 SF BMP PLANTER #5 75 SF BMP PLANTER #675 SF BMP PLANTER #7 102 SF BMP PLANTER #8 121 SF BMP PLANTER #9 83 SF BMP PLANTER #1083 SF BMP PLANTER #11 133 SF BMP PLANTER #12102 SF BMP PLANTER #1385 SF BMP PLANTER #14 X X X X X X X X X X X X X X X X X X X X X X X X X X XXXXXXXXXXXXXXXX X X X X X X X X X X X X X X X X X X X X XXXXX JU N I P E R A V E N U E LOT 1 MAP 7961 LOT 1 MAP 7248 POR LOT 10 BLOCK Q MAP 1803 LOT 9 BLOCK Q MAP 1803 LOT 8 BLOCK Q MAP 1803 N 5 5 ° 5 8 ' 4 5 " E 1 2 2 . 4 8 ' N 34°01'58" W 309.10' N 5 5 ° 5 8 ' 2 2 " E 1 2 2 . 4 6 ' N 34°02'11" W 309.11' DMA 16 AREA = 6,055 SF = 0.139 AC DMA 17 AREA = 2,061 SF = 0.047 AC VAULT V1 REM TDAM 12(5) PERF TTC DMA 15 AREA = 9,750 SF = 0.224 AC 54.0 HP/FL 51.2 TG 50.4 IE IN 47.8 IE OUT 50.5 TG 47.4 IE OUT 47.5 IE IN 53.7 RIM 45.35 IE IN 43.35 IE OUT 53.75 FL 53.5 FL 53.25 FL 53.0 FL 52.5 FL 52.25 FL 52.0 FL 51.75 FL 51.5 FL54.1 FS 53.85 FS 53.6 FS 53.1 FS 52.25 FS 51.85 FS 51.6 FS 53.7 RIM 45.35 IE IN 45.7 IE OUT REM TDAM 12(5) PERF TTC DMA 1 AREA = 1,280 SF = 0.029 AC DMA 8 AREA = 1,771 SF = 0.041 AC DMA 9 AREA = 1,778 SF = 0.041 AC DMA 10 AREA = 1,370 SF = 0.031 AC DMA 11 AREA = 1,746 SF = 0.040 AC DMA 12 AREA = 1,407 SF = 0.032 AC DMA 13 AREA = 2,093 SF = 0.048 AC DMA 2 AREA = 1,254 SF = 0.029 AC DMA 3 AREA = 1,383 SF = 0.032 AC DMA 4 AREA = 1,763 SF = 0.040 AC DMA 5 AREA = 1,383 SF = 0.032 AC DMA 6 AREA = 1,752 SF = 0.040 AC DMA 7 AREA = 1,373 SF = 0.032 AC DMA 14 AREA = 1,698 SF = 0.039 AC 3. 3 % 1. 0 % 5. 7 % 7. 1 % 9. 0 % 3. 9 % 7. 1 % 1. 9 % 3. 8 % 5. 3 % 3. 3 % 1. 4 % 7. 1 % 5. 2 % 3. 3 % 1. 4 % 7. 1 % 5. 2 % 2. 9 % 1. 4 % 7. 1 % 5. 7 % 3. 3 %1. 0 % 5. 1 % 8. 2 % 1. 9 % STORMTEK ST3 TTC STORMTEK ST3 TTC 12"**PONDING DEPTH 5" LAYER OF 3/4" CLEAN CRUSHED ROCK 4" THICK CHOKER COURSE OF 3/8" PEA GRAVEL 18" THICK LAYER OF ENGINEERED SOIL; *SEE NOTE BELOW PLANTER WATERPROOFING; IMPERVIOUS LINER ALONG THE SIDES AND BOTTOM OF THE BASIN ROOF DOWNSPOUT PIPE TO CONVEY STORMWATER TO BMP PLANTERS 1-14 WITH SPLASH PAD DEEP ROOTED, DENSE, DROUGHT TOLERANT PLANTING SUITABLE FOR WELL-DRAINED SOIL CATCH BASIN BY BROOKS PRODUCTS OR APPROVED EQUAL FOR EMERGENCY OVERFLOW; 12" X 12" CATCH BASIN FLOW CONTROL ORIFICE PLATE; 0.5" ORIFICE WHERE APPLICABLE; ***SEE NOTE BELOW6" PVC RISER OUTLET PIPE (TYP.); CONNECT TO PVC STORM DRAIN BENEATH SIZE AND IE PER PLAN 3" 6" DIAMETER PERFORATE UNDERDRAIN PIPE PLANTER WATER PROOFING IMPERVIOUS LINER WRAPPED AROUND BOTTOM AND SIDES OF BMP SECTION W/ CLEAR WATER PROOF SEALANT TO TOP OF WALL FS ELEV. PER PLAN PRE-FABRICATED RAISED PLANTER BOX PER TOURNESOL TW ELEV. = BMP FG + 12" 3" HARDWOOD MULCH CLEANOUT / INSPECTION PORT **FREEBOARD BMP FG = PER PLAN PRE-FABRICATED RAISED PLANTER BOX PER TOURNESOL SPLASH BOX PER TOURNESOL OR APPROVE EQUAL *BIOFILTRATION "ENGINEERED SOIL" LAYER SHALL BE MINIMUM 18" DEEP "SANDY LOAM" SOIL MIX WITH NO MORE THAN 5% CLAY CONTENT. THE MIX SHALL CONTAIN 50-60% SAND, 20-30% COMPOST OR HARDWOOD MULCH, AND 20-30% TOPSOIL. **BMP 1-12 & 14: 8" PONDING DEPTH W/ 4" FREEBOARD; BMP 13: 9" PONDING W/ 3" FREE BOARD ***FLOW CONTROL W/ 0.5" ORIFICE APPLICABLE TO BMP-12 J:\ACTIVE JOBS\4052 RINCON-270 JUNIPER\CIVIL\REPORTS\SWQMP\Attachments\Attachment 1 - Pollutant Removal GRAPHIC SCALE: 1" = 20' 0 20'40'60'PLAN VIEW - DMA EXHIBIT SCALE: 1" = 20' HORIZONTAL LEGEND PROPERTY BOUNDARY CENTERLINE OF ROAD ADJACENT PROPERTY LINE / RIGHT-OF-WAY EXISTING CONTOUR LINE EXISTING PATH OF TRAVEL EXISTING DIRECTION OF FLOW PROPOSED NEW OR REMOVED AND REPLACED IMPERVIOUS AREA WITHIN DISTURBED AREA OF PROJECT (ON-SITE AND OFFSITE) DMA DRAINAGE BASIN BOUNDARY (ONSITE) DMA DRAINAGE BASIN BOUNDARY (OFFSITE) SELF-RETAINING DMA BOUNDARY UNLINED PERVIOUS PAVERS (5,197 SF) UNLINED PORTION OF PERVIOUS PAVERS WITH ADDITIONAL GRAVEL STORAGE UNLINED PERVIOUS PAVERS (SEE BELOW) SELF-RETAINING AREA PER CITY OF CARLSBAD BMP DESIGN MANUAL SECTION 5.2.3 (AREA DRAINING TO VAULT V1) PROPOSED RAISED PLANTERS BIOFILTRATION BMP PROPOSED REM TDAM 12(5) PERF TOTAL TRASH CAPTURE (TTC) BMP PROPOSED STORMTEK ST3 TOTAL TRASH CAPTURE DEVICE PROPOSED ROOF DRAIN 64 SOIL TYPE INFORMATION SOIL: TYPE B HYDROLOGIC SOILS PER WEB SOIL SURVEY APPLICATION AVAILABLE THROUGH UNITED STATES DEPARTMENT OF AGRICULTURE COARSE SEDIMENT YIELD NO CRITICAL COARSE SEDIMENT YIELD AREAS TO BE PROTECTED. REFER TO PRIORITY DEVELOPMENT PROJECT SWQMP PREPARED BY PASCO, LARET, SUITER AND ASSOCIATES GROUNDWATER INFORMATION GROUND WATER ENCOUNTERED AT DEPTHS OF 10-20 FT & >20 PER GEOTECH REPORT: GROUNDWATER TABLE WAS ALSO NOT ENCROUNTERED WITHIN THE DPETHS OF THE BORINGS PERFORMED APPROXIMATELY 13.5-FT BELOW EXISTING GRADE. TREATMENT CONTROL BMPS BIOFILTRATION BF-1 PERVIOUS PAVERS SD-D TREE WELL SD-A PROJECT SITE AREA CALCULATIONS TOTAL GROSS SITE AREA 37,856 SF / 0.869 AC TOTAL DISTURBED AREA 39,917 SF / 0.916 AC EXISTING IMPERVIOUS AREA 1,715 SF / 0.039 AC EXISTING PERVIOUS AREA 36,141 SF / 0.830 AC TOTAL ONSITE IMPERVIOUS AREA 29,091 SF / 0.668 AC TOTAL IMPERVIOUS AREA ROW 1,742 SF / 0.040 AC SHEETS 1 OF 3 TYPICAL DETAIL - RAISED PLANTER BMP NOT TO SCALE DMA DCV CALCULATION NOTE: SEE ATTACHMENT 1e FOR AUTOMATED WORKSHEETS B.1-B.3 DCV CALCULATIONS. DMA 1- AREA CALCULATIONS DMA 2- AREA CALCULATIONS DMA 3- AREA CALCULATIONS IMPERVIOUS AREA (HARDSCAPE)1,188 SF PERVIOUS AREA (LANDSCAPE)92 SF TOTAL BASIN AREA 1,280 SF IMPERVIOUS AREA % 92.8% TOTAL DMA SIZE = 1,078 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMP) MIN. AREA REQUIRED = 32 SF 92 SF PROVIDED > 32 SF MINIMUM **STANDARD BIOFILTATRION SIZING MEET IMPERVIOUS AREA (HARDSCAPE)1,188 SF PERVIOUS AREA (LANDSCAPE)66 SF TOTAL BASIN AREA 1,254 SF IMPERVIOUS AREA % 94.7% TOTAL DMA SIZE = 1,076 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMP) MIN. AREA REQUIRED = 32 SF 66 SF PROVIDED > 32 SF MINIMUM **STANDARD BIOFILTATRION SIZING MEET IMPERVIOUS AREA (HARDSCAPE)1,323 SF PERVIOUS AREA (LANDSCAPE)60 SF TOTAL BASIN AREA 1,383 SF IMPERVIOUS AREA % 95.7% TOTAL DMA SIZE = 1,197 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMP) MIN. AREA REQUIRED = 36 SF 60 SF PROVIDED > 36 SF MINIMUM **STANDARD BIOFILTATRION SIZING MEET DMA 4- AREA CALCULATIONS IMPERVIOUS AREA (HARDSCAPE)1,703 SF PERVIOUS AREA (LANDSCAPE)60 SF TOTAL BASIN AREA 1,763 SF IMPERVIOUS AREA % 96.6% TOTAL DMA SIZE = 1,539 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMP) MIN. AREA REQUIRED = 46 SF 60 SF PROVIDED > 46 SF MINIMUM **STANDARD BIOFILTATRION SIZING MEET PRODUCT NUMBER NOMENCLATURE NOTE: WFT-XXYYZZ; XX = LENGTH, YY = WIDTH, ZZ = DEPTH + + + -...._ ' -I I C ', I I I I I I .,, =-=-- I I I I I I I I I -----, I I I I I I ----------.,.- I ·I. I I I I, I I I r~ :L I I OMA/ AREA BMP (SF) 1A 1188 1B 92 TOTAL i I --'-It------ ----- + ---- -- I ---------------:::::----------- "' .. I ,..,..,,-1-, . _j ~~ :, . _,( "'~ ~=-~, I □ / / I□ .,.- __ .,., OMA 1 -SURFACE TYPE AREA SUMMARY r-------- J T POST-PROJECT SURFACE RUNOFF ADJUSTMENT AREA X ADJUSTED SURFACE TYPE FACTOR FACTOR RUNOFF (SF) ROOF 0.9 1 1069 BMP 0.1 1 9 1078 I / = L /' LL / ___ / -------~ OMA/ AREA BMP (SF) 2A 1188 28 66 TOTAL L OMA 2 -SURFACE TYPE AREA SUMMARY POST-PROJECT SURFACE RUNOFF ADJUSTMENT SURFACE TYPE FACTOR FACTOR ROOF 09 1 B!OF!LTRA T!ON 8MP 0.1 1 + -...._ / / + -J □ • • BMP# MANUFACTOR PRODUCT# AREA X ADJUSTED OMA/ RUNOFF (SF) BMP 1069 3A 7 38 1076 TOTAL i I : I Jj + 1 WFT-723642 WFT-963642 WFT-963643 WFT-724842 WFT-964842 I I \ \ \ ' -- I '□ I J j K 2 3 WFT-483642 WFT-483642 WFT-963642 WFT-963642 WFT-963642 WFT-963642 WFT-964842 WFT-964842 BMP# FG BOTTOM 1 54.3 51.8 2 54.3 51.8 3 55.1 52.6 4 55.1 52,6 5 55.9 53.4 6 55.9 53.4 7 56.7 54.2 8 56.7 54.2 9 54.5 52.0 10 54.5 52.0 11 55.3 52.8 12 55.3 52.8 13 56.7 54.2 14 56.7 54.2 4 5 6 WFT-483642 WFT-483642 WFT-483642 WFT-963642 WFT-963642 WFT-723642 WFT-963642 WFT-963642 WFT-963642 WFT-964842 WFT-964842 WFT-963642 OMA 3 -SURFACE TYPE AREA SUMMARY 7 WFT-483642 WFT-723642 WFT-963642 WFT-963642 -- fZ7ZZZ27ZZ/21 --1--------~ V //7 ///1 C • • • • • • • • • • • • • l X X X X X X K X X X K X X X _ X X X X X X X X X X X X X • □ 8 9 10 WFT-483642 WFT-484842 WFT-723642 WFT-723642 WFT-484842 WFT-723642 WFT-963642 WFT-964842 WFT-484842 WFT-963642 WFT-964842 WFT-724842 WFT-964842 WFT-964842 DMA# AREA (SF) 1 1,280 2 1,254 3 1,383 4 1,763 s 1,383 6 1,752 7 1,373 8 1,771 9 1,778 10 1,370 11 1,746 12 1,407 13 2,093 14 1,698 15 9,750 16 6,055 17 2,061 TOTAL 39,917 x l__l__ l ice'==- 11-111-. . . - 11 12 13 14 WFT-723642 WFT-724842 WFT-723642 WFT-723642 WFT-723642 WFT-724842 WFT-963642 WFT-963642 WFT-484842 WFT-964842 WFT-963642 WFT-963642 WFT-724842 WFT-964842 WFT-484842 WFT-964842 WFT-964842 WFT-724842 OMA 4 -SURFACE TYPE AREA SUMMARY AREA POST-PROJECT SURFACE RUNOFF ADJUSTMENT AREA X ADJUSTED OMA/ AREA POST-PROJECT SURFACE RUNOFF ADJUSTMENT (SF) SURFACE TYPE FACTOR FACTOR RUNOFF (SF) 8MP (SF) SURFACE TYPE FACTOR FACTOR 1323 ROOF 09 1 1191 4A 1703 ROOF 0. 9 1 8/OF/LTRA T!ON 8/OF/L TRA T!ON 60 8MP 0.1 1 6 48 60 BMP 0.1 1 1197 TOTAL DMA TABLE AREA (AC) BMP 0.029 BIOFILTRATION RAISED PLANTER (BF-1) 0.029 BIOFILTRATION RAISED PLANTER (BF-1) 0.032 BIOFILTRATION RAISED PLANTER (BF-1) D.040 BIOFILTRATION RAISED PLANTER (BF-1) D.032 BIOFILTRATION RAISED PLANTER (BF-1) 0.040 BIOFILTRATION RAISED PLANTER (BF-1) 0.032 BIOFILTRATION RAISED PLANTER (BF-1) D.041 BIOFILTRATION RAISED PLANTER (BF-1) 0.041 BIOFILTRATION RAISED PLANTER (BF-1) D.031 BIOFILTRATION RAISED PLANTER (BF-1) 0.040 BIOFILTRATION RAISED PLANTER (BF-1) 0.032 BIOFILTRATION RAISED PLANTER (BF-1) 0.048 BIOFILTRATION RAISED PLANTER (BF-1) 0.039 BIOFILTRATION RAISED PLANTER (BF-1) 0.224 SELF-RETAINING (SD-D) 0.139 SELF-RETAINING (SD-D) 0.047 TREE WELL (SD-A) 0.916 AREA X ADJUSTED RUNOFF (SF) 1533 6 1539 J:\ACTIVE JOBS\4052 RINCON-270 JUNIPER\CIVIL\REPORTS\SWQMP\Attachments\Attachment 1 - Pollutant Removal SHEETS 2 OF 3 DMA 5- AREA CALCULATIONS DMA 9- AREA CALCULATIONS DMA 6- AREA CALCULATIONS DMA 7- AREA CALCULATIONS DMA 8- AREA CALCULATIONS DMA 10- AREA CALCULATIONS DMA 11- AREA CALCULATIONS DMA 12- AREA CALCULATIONS DMA 13- AREA CALCULATIONS DMA 14- AREA CALCULATIONS DMA 15- AREA CALCULATIONS IMPERVIOUS AREA (HARDSCAPE)4,553 SF PERVIOUS AREA (PERVIOUS AREA)5,197 SF TOTAL BASIN AREA 9,750 SF IMPERVIOUS AREA % 46.7% TOTAL DMA SIZE = 5,657 SF IMPERVIOUS AREA (HARDSCAPE)1,323 SF PERVIOUS AREA (LANDSCAPE)60 SF TOTAL BASIN AREA 1,383 SF IMPERVIOUS AREA % 95.7% TOTAL DMA SIZE = 1,197 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMP) MIN. AREA REQUIRED = 36 SF 60 SF PROVIDED > 36 SF MINIMUM **STANDARD BIOFILTATRION SIZING MEET IMPERVIOUS AREA (HARDSCAPE)1,703 SF PERVIOUS AREA (LANDSCAPE)49 SF TOTAL BASIN AREA 1,752 SF IMPERVIOUS AREA % 97.2% TOTAL DMA SIZE = 1,538 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMP) MIN. AREA REQUIRED = 42 SF 49 SF PROVIDED > 46 SF MINIMUM **STANDARD BIOFILTATRION SIZING MEET IMPERVIOUS AREA (HARDSCAPE)1,323 SF PERVIOUS AREA (LANDSCAPE)50 SF TOTAL BASIN AREA 1,373 SF IMPERVIOUS AREA % 96.4% TOTAL DMA SIZE = 1,373 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMP) MIN. AREA REQUIRED = 36 SF 50 SF PROVIDED > 36 SF MINIMUM **STANDARD BIOFILTATRION SIZING MEET IMPERVIOUS AREA (HARDSCAPE)1,703 SF PERVIOUS AREA (LANDSCAPE)68 SF TOTAL BASIN AREA 1,771 SF IMPERVIOUS AREA % 96.2% TOTAL DMA SIZE = 1,540 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMP) MIN. AREA REQUIRED = 46 SF 68 SF PROVIDED > 46 SF MINIMUM **STANDARD BIOFILTATRION SIZING MEET IMPERVIOUS AREA (HARDSCAPE)1,691 SF PERVIOUS AREA (LANDSCAPE)87 SF TOTAL BASIN AREA 1,778 SF IMPERVIOUS AREA % 95.1% TOTAL DMA SIZE = 1,531 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMP) MIN. AREA REQUIRED = 46 SF 87 SF PROVIDED > 46 SF MINIMUM **STANDARD BIOFILTATRION SIZING MEET IMPERVIOUS AREA (HARDSCAPE)1,311 SF PERVIOUS AREA (LANDSCAPE)59 SF TOTAL BASIN AREA 1,370 SF IMPERVIOUS AREA % 95.7% TOTAL DMA SIZE = 1,186 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMP) MIN. AREA REQUIRED = 36 SF 59 SF PROVIDED > 59 SF MINIMUM **STANDARD BIOFILTATRION SIZING MEET IMPERVIOUS AREA (HARDSCAPE)1,691 SF PERVIOUS AREA (LANDSCAPE)55 SF TOTAL BASIN AREA 1,746 SF IMPERVIOUS AREA % 96.8% TOTAL DMA SIZE = 1,527 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMP) MIN. AREA REQUIRED = 46 SF 55 SF PROVIDED > 46 SF MINIMUM **STANDARD BIOFILTATRION SIZING MEET IMPERVIOUS AREA (HARDSCAPE)1,641 SF PERVIOUS AREA (LANDSCAPE)57 SF TOTAL BASIN AREA 1,698 SF IMPERVIOUS AREA % 96.6% TOTAL DMA SIZE = 1,483 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMP) MIN. AREA REQUIRED = 45 SF 57 SF PROVIDED > 45 SF MINIMUM **STANDARD BIOFILTATRION SIZING MEET IMPERVIOUS AREA (HARDSCAPE)2,028 SF PERVIOUS AREA (LANDSCAPE)65 SF TOTAL BASIN AREA 2,093 SF IMPERVIOUS AREA % 96.9% TOTAL DMA SIZE = 1,832 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMP) MIN. AREA REQUIRED = 55 SF 65 SF PROVIDED > 55 SF MINIMUM **STANDARD BIOFILTATRION SIZING MEET IMPERVIOUS AREA (HARDSCAPE)1,311 SF PERVIOUS AREA (LANDSCAPE)96 SF TOTAL BASIN AREA 1,407 SF IMPERVIOUS AREA % 93.2% TOTAL DMA SIZE = 1,190 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMP) MIN. AREA REQUIRED = 36 SF 96 SF PROVIDED > 36 SF MINIMUM **STANDARD BIOFILTATRION SIZING MEET DMA 16- AREA CALCULATIONS IMPERVIOUS AREA (HARDSCAPE)2,100 SF PERVIOUS AREA (PERVIOUS AREA)3,955 SF TOTAL BASIN AREA 6,055 SF IMPERVIOUS AREA % 34.7% *HARDSCAPE QUANTITY INCLUDES 100 SF HARDSCAPE CONTINGENCY PER UNIT TOTAL DMA SIZE = 3,077 SF DMA DCV CALCULATION NOTE: SEE ATTACHMENT 1e FOR AUTOMATED WORKSHEETS B.1-B.3 DCV CALCULATIONS. SELF-RETAINING DMA - DMA 15 TOTAL BASIN SIZE (A)= 9,750 SF / 0.22 AC SELF-RETAINING PERV. PAVER AREA = 5,197 SF / 0.12 AC RATIO OF DMA AREA TO PERV. PAVER AREA = 1.88:1 DCV = *283 CU. FT UNLINED PERVIOUS PAVER AREA = 5,197 SF GRAVEL VOID RATIO = 0.40 GRAVEL STORAGE VOLUME = 5,197 SF * 0.25 FT * 0.40 = 519.7 CU. FT. 283 CU. FT REQUIRED < 519.7 CU. FT PROVIDED *PER AUTOMATED WORKSHEET B.1 SEE ATTACHMENT 1E SECTION 5.2.3 OF CITY OF CARLSBAD BMP DESIGN MANUAL ALLOWS FOR SELF-RETAINING PERVIOUS PAVER DMA AREAS THAT RETAIN RUNOFF TO A LEVEL DETERMINE TO CONSTITUTE FULL RETENTION OF THE ENTIRE DCV. PERVIOUS PAVERS THAT HAVE A RATIO OF 4:1 OR LESS FOR TOTAL DRAINAGE AREA TO AREA OF PERVIOUS PAVERS CAN BE CONSIDERED SELF-RETAINING PER BMP FACT SHEET SD-D. PERVIOUS PAVERS FINISHED SURFACE GRADE HAS BEEN DESIGNED TO BE 10% OF LESS. SELF RETAINING - DMA 16 AREA TRIBUTARY TO BMP (A)= 6,055 SF (0.15 AC) DCV = *154 CU. FT VAULT V1 STORAGE VOLUME = 6,202 CU. FT 6,717 CU. FT PROVIDED > 154.0 CU. FT REQUIRED + 6,090 CF FOR FLOOD CONTROL (6,717 CF - 154 CF - 6,090 CF = 473 CF) THE FULL DCV IS STORED WITHIN VAULT V1 *PER AUTOMATED WORKSHEET B.1 SEE ATTACHMENT 1E OMA 5 -SURFACE TYPE AREA SUMMARY OMA 6 -SURFACE TYPE AREA SUMMARY OMA 7 -SURFACE TYPE AREA SUMMARY OMA 8-SURFACE TYPE AREA SUMMARY OMA I AREA POST-PROJECT SURFACE RUNOFF ADJUSTMENT AREA X ADJUSTED OMA/ AREA POST-PROJECT SURFACE RUNOFF ADJUSTMENT AREA X ADJUSTED OMA/ AREA POST-PROJECT SURFACE RUNOFF ADJUSTMENT AREA X ADJUSTED OMA/ AREA POST-PROJECT SURFACE RUNOFF ADJUSTMENT AREA X ADJUSTED 8MP (SF) SURFACE TYPE FACTOR FACTOR RUNOFF (SF) BMP (SF) SURFACE TYPE FACTOR FACTOR RUNOFF (SF) BMP (SF) SURFACE TYPE FACTOR FACTOR RUNOFF (SF) 8MP (SF) SURFACE TYPE FACTOR FACTOR RUNOFF (SF) 5A 1323 ROOF 09 1 1191 6A 1703 ROOF 0.9 1 1533 7A 1323 ROOF 0.9 1 1191 8A 1703 ROOF 09 1 1533 8/0FIL TRA TION 8/0FIL TRA TION 8/0FIL TRA TION 8/0FILTRATION 58 60 8MP 01 1 6 6B 49 8MP 0.1 1 5 7B 50 8MP 0.1 1 5 88 68 8MP 01 1 7 TOTAL 1197 TOTAL 1538 TOTAL 1196 TOTAL 1540 OMA 9 -SURFACE TYPE AREA SUMMARY OMA 10-SURFACE TYPE AREA SUMMARY OMA 11 -SURFACE TYPE AREA SUMMARY OMA 12 -SURFACE TYPE AREA SUMMARY OMA/ AREA POST-PROJECT SURFACE RUNOFF ADJUSTMENT AREA X ADJUSTED 8MP (SF) SURFACE TYPE FACTOR FACTOR RUNOFF (SF) OMA/ AREA POST-PROJECT SURFACE RUNOFF ADJUSTMENT AREA X ADJUSTED OMA/ AREA POST-PROJECT SURFACE RUNOFF ADJUSTMENT AREA X ADJUSTED OMA/ AREA POST-PROJECT SURFACE RUNOFF ADJUSTMENT AREA X ADJUSTED 8MP (SF) SURFACE TYPE FACTOR FACTOR RUNOFF (SF) 8MP (SF) SURFACE TYPE FACTOR FACTOR RUNOFF (SF) 8MP (SF) SURFACE TYPE FACTOR FACTOR RUNOFF (SF) 9A 1691 ROOF 0.9 1 1522 8/0FILTRATION 10A 1311 ROOF 0.9 1 1180 11A 1691 ROOF 0.9 1 1522 12A 1311 ROOF 09 1 1180 98 87 BMP 0.1 1 9 8/0FILTRA TION 8/0FILTRA TION 8/0FILTRA TION TOTAL 1531 108 59 8MP 0.1 1 6 118 55 8MP 0.1 1 6 12B 96 BMP 0.1 1 10 TOTAL 1186 TOTAL 1527 TOTAL 1190 OMA 13 -SURFACE TYPE AREA SUMMARY OMA 14 -SURFACE TYPE AREA SUMMARY OMA 15 -SURFACE TYPE AREA SUMMARY OMA 16 -SURFACE TYPE AREA SUMMARY OMA/ AREA POST-PROJECT SURFACE RUNOFF ADJUSTMENT AREA X ADJUSTED OMA/ AREA POST-PROJECT SURFACE RUNOFF ADJUSTMENT AREA X ADJUSTED OMA/ AREA POST-PROJECT SURFACE RUNOFF ADJUSTMENT AREA X ADJUSTED OMA/ AREA POST-PROJECT SURFACE RUNOFF ADJUSTMENT AREA X ADJUSTED 8MP (SF) SURFACE TYPE FACTOR FACTOR RUNOFF (SF) 8MP (SF) SURFACE TYPE FACTOR FACTOR RUNOFF (SF) 8MP (SF) SURFACE TYPE FACTOR FACTOR RUNOFF (SF) BMP (SF) SURFACE TYPE FACTOR FACTOR RUNOFF (SF) 13A 2028 ROOF 09 1 1825 14A 1641 ROOF 09 1 1477 15A 4553 HARDSCAPE 09 1 4098 16A '2100 HA ROSCA PE 0 9 1 1890 8/0FILTRATION 138 65 8MP o 1 1 7 8/0FILTRA TION 148 57 8MP 0 1 1 6 PERVIOUS 15B 5197 PAVERS 0.3 1 1559 16B 3955 LANDSCAPING 0.3 1 1187 TOTAL 1832 TOTAL 1483 TOTAL 5657 TOTAL 3077 3.0' 5.0' 10.5' BEDDING COURSE-2" THICK OF 1/8" TO 3/8" (NO.8) AGGREGATE (SUBGRADE) 6" X 24" PCC FLUSH CURB CHOKER COURSE-4" THICK OF 3/8" TO 1/2" (NO.57) CRUSHED ROCK (SUBGRADE) SLOPE PERVIOUS PAVER STORAGE LAYERS TOWARDS RIBBON GUTTER; SEE NOTE THIS SHEET 6" PERFORATED PVC SUBDRAIN MIN. 0.25' THICK OF 3/4" CRUSHED ROCK (STORAGE LAYER); THICKNESS VARIES SOIL SUBGRADE % PER PLAN PCC RIBBON GUTTER PER DETAIL THIS SHEET 5.5' VARIES 0.5' MIN. APPROVED 3 1/8" THICK PERVIOUS PAVERS W/ MIN. 3/8" VOID FILLED W/ NO. 8 STONE; AQUA-BRIC OR APPROVED EQUAL 4" PCC PAVEMENT % PER PLAN MIN. 6" THICK OF 3/4" CRUSHED ROCK (SUBGRADE); NO. 2 STONE PAVER NOTES: -ALL AGGREGATE MUST BE CLEAN/WASHED AND FREE OF FINES (SAND, SILT, ETC.) -THE PAVERS SHALL NOT BE SEALED ONCE THE VOID FILLER HAS BEEN ADDED -EACH COURSE SHALL BE VIBRATORY COMPACTED BEFORE PLACEMENT OF NEXT COURSE -PAVERS TO BE LINED WHEN LESS THAN 5.5-FT FROM A PROPOSED STRUCTURE -SPECIAL APPROVAL REQUIRED FOR USE IN HIGHLY EXPANSIVE SOIL-SUBDRAIN MAY BE REQUIRED -SLOPE GRAVEL SUBGRADE AWAY FROM STRUCTURES AT 5.0% MIN. FOR 10-FT MIN.; LAY 3-INCH GRAVEL STORAGE LAYER FLAT FOR 5-FT ON EACH SIDE OF RIBBON GUTTER EDGE 4" X 8" SMOOTH DOWELS @ 18" OC, GREASED ON ONE END, TYP. ALL SIDES PER SDC GS DS GS-1.00 3" MIN MULCH LAYER 4" OPENING FOR DRAINAGE 4"#4 @ 18" O.C. BOTH WAYS PER SDC GS DS GS 1-.00 9" X 30" TREE GRATE SUPPORT 3" 9" STREET FLOW CURB CUT PER DETAIL THIS SHEET 30 MIL PLASTIC IMPERMEABLE LINER 48" DEEP STRUCTURAL SOIL; STRUCTURAL PER A-1 STRUCTURAL SOIL OR APPROVED EQUALDEEP ROOT TREE BUBBLER PER SDRSD DWG I-4 6" SAND FILTER LAYER ROOT BARRIER PER SDRSD L-6 UNCOMPACTED SUBGRADE 9" PCC SIDEWALK PER SDRSD G-7 PL / ROW SPLASH PAD PER SDC GS DS GS-5.06 TYPE 1 30 MIL PLASTIC IMPERMEABLE LINER ROOT BARRIER PER SDRSD L-6 4' X 8' COHO TREE GATE FRAME BY URBAN ACCESSORIES WITH COATED IRON AND MATT BLACK FINISH; INSTALL GRATE PER MANUFACTURER'S SPECIFICATIONS COMPACTED SUBGRADE 1:1 CUT 6" PCC C&G PER SDRSD G-2 4.0' TREE GRATE COVER 8.75' LIMITS OF STRUCTURAL SOIL 9" x 30" x 12" DEEP TYPE 1 SPLASH PAD PER SDC DS GS-5.06 (NO. 2 COARSE AGGREGATE ROCK) R=6" (TYP.) 6" PCC C&G PER SDRSD G-02GUTTER LIP 2 . 5 ' 1 . 0 ' 1 . 0 ' D D C C 18" CURB CUT OPENING CENTERED AT TREE WELL LOCATION AS SHOWN ON SHEET 4 GUTTER LIP 4 . 5 ' G U T T E R D E P R E S S I O N 6" PCC C&G PER SDRSD G-02 LIMITS OF 9" X 30" TREE GRATE SUPPORT ROOT BALL 4' X 8' COHO TREE GATE FRAME WITH COATED IRON IN MATT BLACK FINISH BY URBAN ACCESSORIES; INSTALL GRATE PER MANUFACTER'S SPECIFICATIONS 3" MIN MULCH LAYER 9" 48" DEEP STRUCTURAL SOIL; STRUCTURAL PER A-1 STRUCTURAL SOIL OR APPROVED EQUAL UNCOMPACTED SUBGRADE DEEP ROOT TREE BUBBLER PER SDRSD DWG I-4 #4 @ 18" O.C. BOTH WAYS PER SDC GS DS GS 1-.009" 30" 3" 6" SAND FILTER LAYER 30 MIL PLASTIC IMPERMEABLE LINER ROOT BARRIER PER SDRSD L-6 9" X 30" TREE GRATE SUPPORT; COMPACT SOIL UNDER GRATE SUPPORT 30 MIL PLASTIC IMPERMEABLE LINER ROOT BARRIER PER SDRSD L-6 INSTALL 30 MIL PLASTIC IMPERMEABLE LINER WHERE CONCRETE IS POURED OVER ENGINEERED SOIL (TYP.) 8.0' TREE GRATE COVER 9.0' 12.2' LIMITS OF STRUCTURAL SOIL 9" TOP OF 6" PCC C&G TOP OF 6" PCC C&G 4.5' FLOWLINE (PER PLAN) FLOWLINE (PER PLAN)1" GUTTER DEPRESSION @ TREE WELL1" VERTICAL GUTTER TRANSITION OVER 1' HORIZONTAL 1.5' CURB CUT OPENING 1.0' 1.0' 7" 1" 2.5' 6" PCC CURB & GUTTER A A B B 18" WIDE CURB CUT CENTERED ON TREE WELL (SEE DETAIL D-D) SPLASH PAD PER GS-5.06 15' DIAMETER CANOPY STREET TREE WITH 353 CF MIN STRUCTURAL SOIL LIMITS OF 30 MIL PLASTIC IMPERMEABLE LINER ALONG SIDES OF STRUCTURAL SOIL 6" THICK, 18" DEEPENED EDGE SIDEWALK TREATMENT, SEE SECTION B-B BELOW CONSTRUCT CONTIGUOUS PCC SIDEWALK 4.0' CLEAR MIN 10.0' PL / ROW E E 6" PCC CURB & GUTTER 12 . 2 ' LIMITS OF STRUCTURAL SOIL BELOW (4' DEEP X 9.5' X 12.2') 6" PCC C&G PER SDRSD G-2 STREET FLOW COMPACTED SUBGRADE CURB CUT PER DETAIL THIS SHEET 30 MIL PLASTIC IMPERMEABLE LINER AND ROOT BARRIER SPLASH PAD PER GS-5.06 12" 12" 2" J:\ACTIVE JOBS\4052 RINCON-270 JUNIPER\CIVIL\REPORTS\SWQMP\Attachments\Attachment 1 - Pollutant Removal SHEETS 3 OF 3 (BMP 17) STRUCTURAL SOIL REQUIREMENT CALCULATIONS A MINIMUM OF SOIL VOLUME OF 2 CUBIC FEET PER SQUARE FOOT OF CANOPY PROJECTION VOLUME IS PROVIDED FOR EACH TREE PER TREE WELL FACT SHEET SD-A 15-FT MATURE CANOPY DIAMETER (4' X 8.75' X 12.2' TREE WELL) SQUARE FEET OF CANOPY PROJECTION: (15/2)² * 3.14 = 176.6 SQUARE FEET VOLUME REQUIRED:176.6 * 2 = 353.2 CUBIC FEET VOLUME PROVIDED:4*8.75*11.4 - 12.2 * 6 = 353.8 CUBIC FEET 353.8 CU. FT PROVIDED > 353.2 CU. FT REQUIRED TYPICAL DETAIL - PERVIOUS PAVERS NOT TO SCALE SECTION SCALE NOTE: ALL SECTION VIEWS DRAWN TO RELATIVE SCALE, HOWEVER, REFER TO PLAN VIEW FOR SCALED DIMENSIONS SECTION C-C CURB CUT @ TREE WELL SDC GS DS GS 5.01 NOT TO SCALE PLAN VIEW - CURB CUT @ TREE WELL NOT TO SCALE SECTION D-D CURB CUT @ TREE WELL SDC GS DS GS 5.01 NOT TO SCALE NOT TO SCALE SECTION B-B TREE WELL SDC GS 1.02 NOT TO SCALE SECTION A-A TREE WELL MODIFIED SDC GS 1.02 PLAN VIEW - CURB CUT @ TREE WELL SDC GS DS GS-5.01 NOT TO SCALE DMA 17 - WQ FLOW RATE CALCULATIONS TOTAL AREA: 2,061 SF IMPERVIOUS AREA: 1,742 SF PERVIOUS AREA:319 SF C: 0.80 I: 0.20 IN/HR A: 0.047 AC Q: 0.008 CFS TREE WELL DMA DCV CALCULATION NOTE: SEE ATTACHMENT 1e FOR AUTOMATED WORKSHEETS I-1 DCV CALCULATIONS. DMA 17 - AREA CALCULATIONS IMPERVIOUS AREA (HARDSCAPE)1,742 SF PERVIOUS AREA (LANDSCAPE)319 SF TOTAL BASIN AREA 2,061 SF IMPERVIOUS AREA % 84.5% TOTAL DMA SIZE = 1,664 SF OMA/ BMP 17A 17B TOTAL DMA 17-SURFACE TYPE AREA SUMMARY AREA POST-PROJECT (SF) SURFACE TYPE 1742 HARDS CAPE 319 LANDSCAPING L SURFACE RUNOFF ADJUSTMENT AREA X ADJUSTED FACTOR FACTOR RUNOFF (SF) 09 1 1890 03 1 96 1986 \> l===t===.---i-J ___ ---v------ i,;, :·· ·i f • .. I, I I• / 1 • I I \ \ \ '· \ I v- i \> -- ••·· • ' \j;;;(11~((1~(1 l~l 1---- Appendix K: Forms and Checklists K-2 Sept. 2021 Harvest and Use Feasibility Checklist Form K-7 1. Is there a demand for harvested water (check all that apply) at the project site that is reliably present during the wet season? Toilet and urinal flushing Landscape irrigation Other:______________ 2. If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours. Guidance for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section B.3.2. [Provide a summary of calculations here] 3. Calculate the DCV using worksheet B-2.1. DCV = __________ (cubic feet) 3a. Is the 36 hour demand greater than or equal to the DCV?  Yes /  No 3b. Is the 36 hour demand greater than 0.25DCV but less than the full DCV?  Yes /  No 3c. Is the 36 hour demand less than 0.25DCV?  Yes Harvest and use appears to be feasible. Conduct more detailed evaluation and sizing calculations to confirm that DCV can be used at an adequate rate to meet drawdown criteria. Harvest and use may be feasible. Conduct more detailed evaluation and sizing calculations to determine feasibility. Harvest and use may only be able to be used for a portion of the site, or (optionally) the storage may need to be upsized to meet long term capture targets while draining in longer than 36 hours. Harvest and use is considered to be infeasible. Is harvest and use feasible based on further evaluation?  Yes, refer to Appendix E to select and size harvest and use BMPs.  No, select alternate BMPs. Note: 36-hour demand calculations are for feasibility analysis only. Once feasibility analysis is complete the applicant may be allowed to use a different drawdown time provided they meet the 80% annual capture standard (refer to B.4.2) and 96-hour vector control drawdown requirement. Toilet and urinal flushing = 21 res. units x 4.0 residents / unit x 9.3 Gal / resident = 781 GalLandscape irrigation = 0.15 AC * 1,470 Gal/AC/36hr = 221 Gal Total = 781 Gal + 221 Gal = 1,002 Gal = 134 Cu Ft X X 914 (total) X X X X v--------D "- 1t 1t ~ ¢::l ¢:I □ □ □ GEOTECHNICAL | ENVIRONMENTAL | MATERIAL June 7, 2024 Revised August 4, 2025 Project No. 3944-SD Rincon Homes 5315 Avenida Encinas, Suite 200 Carlsbad, California 92008 Attention: Mr. Jonathan Franklin Subject: Updated Onsite Infiltration Recommendations Proposed Residential Development 270 Juniper Avenue Carlsbad, California 92008 Reference: See Page 5 Dear Mr. Franklin: GeoTek, Inc. (GeoTek) understands that the proposed BMPs associated with the development of the subject site are planned to be: • Permeable pavers • Underground vault no. 1 • Raised filtration planters • Offsite tree well Underground vault no. 2 noted in GeoTek’s Onsite Infiltration Recommendations letter, dated June 7, 2024, has been removed from the current set of plans and is no longer a planned BMP. This letter is being submitted to provide updated design recommendations for the project’s stormwater management. Recommendations regarding onsite management of stormwater supersede those previously presented by GeoTek (2023 and 2024). GeoTek, Inc. 1384 Poinsettia Avenue, Suite A Vista, CA 92081-8505 (760) 599-0509 (760) 599-0593 www.geotekusa.com Updated Onsite Infiltration Recommendations Revised August 4, 2025 270 Juniper Avenue Project No. 3944-SD Carlsbad, California Page 2 PERCOLATION TESTING AND INFILTRATION ANALYSIS GeoTek’s preliminary geotechnical evaluation report (GeoTek, 2023) advanced four percolation borings, P-1, P-2, P-3, and P-4, tested to identify infiltration characteristics. In preparation for this letter, GeoTek performed three additional percolation tests. On June 19, 2025, percolation test borings P-5 and P-6 were advanced to evaluate the offsite tree well along Juniper Avenue. On July 25, 2025, percolation test boring P-7 was advanced to evaluate the stormwater management underground vault no. 1. The test borings were prepared with a manual hand auger. The auger was 4-inches in diameter. Approximately 2-inches of gravel was placed in the bottom of the test hole and a perforated PVC conduit was inserted to prevent the sidewalls of the test boring to collapse. The boreholes were allowed to presoak overnight, and testing was performed on the following day. Percolation testing was performed by adding potable water to the borings, recording the initial depth to water, allowing the water to percolate for 30 minutes, and the resultant depth to water was then measured. In general, the percolation testing was performed for approximately 6 hours to allow rates to stabilize. Depth to water was measured from top of the casing, where top of the casing was higher than adjacent grade the height of the casing was recorded to adjust for the depth of the boring. For design of shallow infiltration basins, converting percolation rates to infiltration rates via the Porchet method is generally acceptable and appropriate, as this method factors out the sidewall component of the percolation results and represents the bottom conditions of a shallow basin (infiltration). Therefore, the percolation data were converted to infiltration rates via the Porchet method which is consistent with the guidelines of the City of Carlsbad. A summary of the infiltration rates, boring depths, and boring locations including our previous test holes are provided in the following table: TABLE 1 FILED INFILTRATION TEST RESULTS Test No. Approximate Boring Depth (Inches) Field Infiltration Results (Inches per Hour) P-1 24 2.34 P-2 24 2.31 P-3 49 1.57 P-4 59 4.25 P-5 42 1.10 P-6 35 1.38 P-7 91 0.84 GEOTEK Updated Onsite Infiltration Recommendations Revised August 4, 2025 270 Juniper Avenue Project No. 3944-SD Carlsbad, California Page 3 Copies of the percolation data sheets, and infiltration conversion sheets (Porchet Method) are included in Appendix A. UPDATED STORMWATER INFILTRATION RECOMMENDATIONS The project is designed for four stormwater management conditions: Permeable pavers within the vehicle pavement areas, underground vault no. 1, an offsite tree well along Juniper and raised planters adjacent to the proposed buildings. Permeable Pavers: Four percolation tests (P-1, P-2, P-3, and P-4) were performed to evaluate stormwater infiltration characteristics. Based on the proposed design and considering the slowest rate of the four representative tests. Based on City of Carlsbad mandatory consideration for infiltration of stormwater Appendix D, Table D.1-1, the permeable pavers are within ten feet of proposed sewer lines and proposed foundations of the buildings. Provided that the trench backfill for the proposed sewer laterals and main line are compacted to 90% relative to ASTM D 1557 and above optimum moisture content, adverse impacts to the sewer trench backfill are not anticipated. To reduce the potential impact of infiltrating surface waters adjacent to the foundations an impermeable liner is recommended to be constructed along the finish subgrade of the permeable pavers a lateral distance of three feet. The liner should also be installed along the sidewall of the permeable paver excavation up to one inch of finish grade or bottom of paver. If the project design implements impermeable pavement between the building foundation and permeable pavement, that meets the 3 feet lateral distance of impervious area, a lateral impermeable liner does not need to be designed nor constructed, however, a deepened zero curb or cutoff curb is recommended to reduced lateral migration of surface waters towards the building foundations. The cutoff wall is recommended to be designed and constructed with the top the same height of the paver and the bottom a minimum depth of the permeable pavement thickness. Where permeable pavement encroaches within 3 feet of the distance to a building foundation, but not closer than 2 feet, the deepened curb is recommended to be a thickness of 24 inches. Underground Vault No. 1: The proposed project has designed an underground infiltration vault system within the common driveway between Unit 15 and 16. Percolation test P-7 was performed to evaluate stormwater infiltration characteristics at the proposed stormwater vault. The test boring was proposed to advanced to the invert depth, however, clean sands (sands with little to no silt and/or clay) allowed the cuttings in the auger’s bucket to fallout and back into the test boring. The test boring is considered to be representative of the material at the proposed invert of the vault. Although GEOTEK Updated Onsite Infiltration Recommendations Revised August 4, 2025 270 Juniper Avenue Project No. 3944-SD Carlsbad, California Page 4 the vault is proposed beyond ten feet of proposed foundations and underground utilities, the vault is recommended to be lined along the sides with an impermeable liner. Raised Planters: The proposed project has designed a raised planter BMP filtration system to manage stormwater from the proposed rooftops. The design provides an outlet of the planters to the permeable pavement section and ultimately the onsite underground detention vault. The BMP planters are recommended to be fully lined along the bottom and sides with an impermeable liner. Offsite Tree Well: An offsite tree well BMP is proposed along Juniper Avenue, just east of the driveway apron in the proposed concrete sidewalk. Two percolation tests (P-5, and P-6) were performed to evaluate stormwater infiltration characteristics. The slowest rate of the two tests was utilized for the design infiltration rate. Infiltration by means of tree wells is considered geotechnically suitable provided potential lateral migration of groundwater is reduced by installation of impermeable liners along the sidewalls. TABLE 2 INFILTRATION RATE RECOMMENDATION BMP Management Device Test No. Approximate Boring Depth (Inches) Field Infiltration Results Factor of Safety Design Infiltration Rate (Inches/Hour) Permeable Pavers P-3 49 1.57 3.0 0.52 Vault No. 1 P-7 91 0.84 2.0 0.42 Tree Well P-5 42 1.10 2.0 0.55 GEOTEK Updated Onsite Infiltration Recommendations Revised August 4, 2025 270 Juniper Avenue Project No. 3944-SD Carlsbad, California Page 5 Closure Should you have any questions after reviewing this supplementary letter, please feel free to contact our office at your convenience. Respectfully submitted, GeoTek, Inc. Enclosure: Figure 1 – Location Map Figure 2 – Geotechnical Map Appendix A – Percolation/Infiltration Worksheets REFERENCES City of Carlsbad, 2016, “City of Carlsbad BMP Design Manual,” Second Update to the February 16, 2016 Manual, Effective January 2, 2024. GeoTek, Inc., In-house proprietary information. Geotek, Inc. 2022, “Preliminary Geotechnical [Evaluation], Proposed Residential Development, 270 Juniper Avenue, Carlsbad, California,” Project No. 3944-SD, dated October 26, 2023. Pasco, Laret, Suiter & Associates, 2025, “Improvement Plans For: Juniper Beach Homes, 270 Juniper Avenue,” undated (3 Sheets). _____, 2025, “Grading Plans For: Juniper Coast Homes, 270 Juniper Avenue,” dated July 30 (10 Sheets). Edward H. Lamont CEG 1892, Exp. 07/31/26 Principal Geologist Edwin R. Cunningham RCE 81687, Exp. 03/31/26 Project Engineer GEOTEK Rincon Homes 270 Juniper Avenue Carlsbad, California APN: 204-240-22-00 Project No. 3944-SD Figure 1 Site Location Map Site Location Modified from USGS San Luis Rey 2018 7.5-minute Topographic Map Sheet 1 0 .. 5 0 11000 500 0 1 0 . .5 ' SCALE 1 :24 000 KILOMETERS METERS 0 MIILES 1 2 1000 2000 1 1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 110000 s:::::E;;::::is:======::::i;;;;;;;;;;;;;;;;;;;;;~E====:::::::1;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;i:::::::::::==:::::::~;;;;;;;;;;;;;;;;;;;~E====::::::i;;~;;;;;;;;;;;;;;;;;;3'.:::::::::===::SE;;;;;;;;;;;;;;;;;;;;31 FEET GEOTEK A16 T1 T1 T1 T1 Kg r No r t h Scale: 1”=40’ Approximate Note: Base map provided by Client. A’ Recent Fill over Paralic Deposits Recent Fill over Paralic Deposits Recent Fill over Paralic Deposits LCB-2Colluvium Creep Santiago Fm Santiago Fm B1 B2 TD 30 TD 55 ????? Rincon Homes 270 Juniper Avenue Carlsbad, California APN: 204-240-22-00 Project No. 3944-SD Figure 2 Geotechnical Map LEGEND (Locations are Approximate) Manual Auger Boring Location Percolation Test LocationP-7 HA-1 Old Paralic DepositsQop6-7 HA-1 HA-2 P-1 P-2 Qop6-7 Qop6-7 Approximate Limits of Study P-4 P-3 P-7 P-5 P-6 I I ,r.mr,: 12 FF •$,l,,9 PA0=5U ------- 1111 • • • -■ - UNIT 13 ~-~.9 P'AD ~M.2 !jU I llHlf fO rh54.9 PAD~.s,,·,2 I I I rJNtfl4 FF•~9 PAD= 54.l RETAINING WALL NOT"E: IJ/o/IT7 ff~su PAD= SJ.4 WT MAP79i51 PLAN VIEW · PRECJSE GRAVING Pl.AN WTf MAPni8 l I IJNjfJ ff;; :5.3.3 PAD-• .S;?,6 I PRIVA.TE FIRE SERVICE NOTE: -•r (W$>1'11 GEOTEK APPENDIX A PERCOLATION / INFILTRATION WORKSHEETS GEOTEK Job No.: 3944-SD . Date: 8/25/23 . After Test: 24" . Reading No.Time Time Interval (Min) Total Depth of Hole (Inches) Initial Water Level (Inches) Final Water Level (Inches) ∆ In Water Level (Inches) Comments 1 12:18 30 24 0 17 0 2 12:50 30 24 4.5 21.5 17 3 13:25 30 24 3.5 21 17.5 4 14:05 30 24 4 22 18 5 14:40 30 24 3.75 21.5 17.75 6 15:15 30 24 2 22 20 7 15:45 30 24 1 21 20 8 16:20 30 24 1.5 20 18.5 9 16:55 30 24 1.25 22.5 21.25 10 17:25 30 24 2.75 21 18.25 11 17:55 30 24 1.5 20 18.5 12 18:35 30 24 2 19 17 PERCOLATION DATA SHEET Project: 270 Juniper , Test Hole No.: P-1 Tested By: EM , Depth of Hole As Drilled: 24" Before Test: __24"______________________ Equation -It = Havg = (HO+HF)/2 = It = Inches per Hour Time Interval, Δt = 30 Client: Project: Project No:3944-SD Date:8/25/2023 Boring No.P-1 Rincon Homes 270 Juniper Final Depth to Water, DF =19.00 Test Hole Radius, r =2.00 Initial Depth to Water, DO =2 2.34 Total Test Hole Depth, DT = 24 ΔH (60r) Δt (r+2Havg) HO = DT - DO = 22.00 HF = DT - DF = 5.00 ΔH = ΔD = HO- HF = 17.00 13.50 Field Infiltration Rate (Porchet Method) See Table D.2-1 For Design Rate GEOTEK Job No.: 3944-SD . Date: 8/25/23 . After Test: 24" . Reading No.Time Time Interval (Min) Total Depth of Hole (Inches) Initial Water Level (Inches) Final Water Level (Inches) ∆ In Water Level (Inches) Comments 1 12:18 30 24 1 23 0 2 12:50 30 24 6.5 18.5 12 3 13:25 30 24 7 20 13 4 14:05 30 24 4.5 21 16.5 5 14:40 30 24 4 19.5 15.5 6 15:15 30 24 3 19 16 7 15:45 30 24 3 19 16 8 16:20 30 24 3 17.5 14.5 9 16:55 30 24 2.5 18.5 16 10 17:25 30 24 4.75 17 12.25 11 17:55 30 24 2.5 18 15.5 12 18:35 30 24 4.5 19.5 15 PERCOLATION DATA SHEET Project: 270 Juniper , Test Hole No.: P-2 Tested By: EM , Depth of Hole As Drilled: 24" Before Test: __24"______________________ Equation -It = Havg = (HO+HF)/2 = It = Inches per Hour Time Interval, Δt = 30 Client: Project: Project No: Date: Boring No. 3944-SD 8/25/2023 P-2 Rincon Homes 270 Juniper Final Depth to Water, DF =19.50 Test Hole Radius, r =2.00 Initial Depth to Water, DO =4.5 2.31 Total Test Hole Depth, DT = 24 ΔH (60r) Δt (r+2Havg) HO = DT - DO = 19.50 HF = DT - DF = 4.50 ΔH = ΔD = HO- HF = 15.00 12.00 Field Infiltration Rate (Porchet Method) See Table D.2-1 For Design Rate GEOTEK Job No.: 3944-SD . Date: 5/08/24 . After Test: 49" . Reading No.Time Time Interval (Min) Total Depth of Hole (Inches) Initial Water Level (Inches) Final Water Level (Inches) ∆ In Water Level (Inches) Comments 1 10:25 30 49 17.75 59.2 0 2 10:55 30 49 13.7 37 23.3 3 11:25 10 49 14 27 13 4 11:35 10 49 15 22.5 7.5 5 11:45 10 49 12 24.2 12.2 6 11:55 10 49 12 25 13 7 12:05 10 49 12 21.4 9.4 8 12:15 10 49 18.8 26 7.2 PERCOLATION DATA SHEET Project: 270 Juniper , Test Hole No.: P-3 Tested By: TM , Depth of Hole As Drilled: 49" Before Test: __49"______________________ Equation -It = Havg = (HO+HF)/2 = It = Inches per Hour1.57 Total Test Hole Depth, DT = 49 ΔH (60r) Δt (r+2Havg) HO = DT - DO = 30.20 HF = DT - DF = 23.00 ΔH = ΔD = HO- HF = 7.20 26.60 Final Depth to Water, DF =26.00 Test Hole Radius, r =2.00 Initial Depth to Water, DO =18.8 Time Interval, Δt = 10 Client:Rincon Homes Project:270 Juniper Project No:3944-SD Date:5/8/2024 Boring No.P-3 Field Infiltration Rate (Porchet Method) See Table D.2-1 For Design Rate GEOTEK Job No.: 3944-SD . Date: 5/08/24 . After Test: 59" . Reading No.Time Time Interval (Min) Total Depth of Hole (Inches) Initial Water Level (Inches) Final Water Level (Inches) ∆ In Water Level (Inches) Comments 1 10:35 30 59 14.25 44 29.75 2 11:05 30 59 16.9 45 28.1 3 11:35 30 59 14.2 41 26.8 4 12:05 30 59 15.8 42.8 27 5 12:35 30 59 15.3 36 20.7 6 2:32 10 59 12 32.5 20.5 7 2:42 10 59 12 35.8 23.8 8 2:52 10 59 14.4 33.7 19.3 9 3:02 10 59 15.2 33 17.8 10 3:12 10 59 16 39 23 PERCOLATION DATA SHEET Project: 270 Juniper , Test Hole No.: P-4 Tested By: TM , Depth of Hole As Drilled: 59" Before Test: __59"______________________ Equation -It = Havg = (HO+HF)/2 = It = Inches per Hour4.25 Total Test Hole Depth, DT = 59 ΔH (60r) Δt (r+2Havg) HO = DT - DO = 43.00 HF = DT - DF = 20.00 ΔH = ΔD = HO- HF = 23.00 31.50 Final Depth to Water, DF =39.00 Test Hole Radius, r =2.00 Initial Depth to Water, DO =16 Time Interval, Δt = 10 Client:Rincon Homes Project:270 Juniper Project No:3944-SD Date:5/8/2024 Boring No.P-4 Field Infiltration Rate (Porchet Method) See Table D.2-1 For Design Rate GEOTEK Job No.: 3944-SD . Date: 6/20/25 . After Test: 42'' . Reading No.Time Time Interval (Min) Total Depth of Hole (Inches) Initial Water Level (Inches) Final Water Level (Inches) ∆ In Water Level (Inches) Comments 1 8:30 30 42 0 23.0 23 All depths measured from top of casing 2 9:30 30 42 0 27.5 27.5 3 10:00 30 42 0 21.5 21.5 4 11:11 19 42 0 19.5 19.5 5 11:41 30 42 0 21.0 21 6 12:10 30 42 0 19.0 19 7 12:40 30 42 0 19.0 19 8 1:10 30 42 0 19.5 19.5 9 1:40 30 42 0 19.5 19.5 10 2:10 30 42 0 18.5 18.5 PERCOLATION DATA SHEET Project: 270 Juniper Test Hole No.: P-5 Tested By: SS , Depth of Hole As Drilled: 42" Before Test: __42"______________________ Equation -It = Havg = (HO+HF)/2 = It = Inches per Hour See Table D.2-1 For Design Rate ΔH = ΔD = HO- HF = 18.50 32.75 1.10 Rincon Homes 270 Juniper ΔH (60r) Δt (r+2Havg) HO = DT - DO = 42.00 HF = DT - DF = 23.50 Test Hole Radius, r =2.00 Initial Depth to Water, DO =0 Total Test Hole Depth, DT = 42.00 Boring No.P-5 Field Infiltration Rate (Porchet Method) Time Interval, Δt = 30 Final Depth to Water, DF =18.50 Client: Project: Project No:3944-SD Date:6/20/2025 GEOTEK Job No.: 3944-SD . Date: 6/20/25 . After Test: 35'' . Reading No.Time Time Interval (Min) Total Depth of Hole (Inches) Initial Water Level (Inches) Final Water Level (Inches) ∆ In Water Level (Inches) Comments 1 8:30 30 35 0 26 26 All depths measured from top of casing 2 9:30 30 35 0 23.5 23.5 3 10:40 30 35 0 21.5 21.5 4 11:10 30 35 0 21 21 5 11:40 30 35 0 20.25 20.25 6 12:10 30 35 0 18.5 18.5 7 12:40 30 35 0 18.25 18.25 8 1:10 30 35 0 19.5 19.5 9 1:40 30 35 0 19 19 10 2:10 30 35 0 18.5 18.5 PERCOLATION DATA SHEET Project: 270 Juniper Test Hole No.: P-6 Tested By: SS , Depth of Hole As Drilled: 35" Before Test: __35"______________________ Equation -It = Havg = (HO+HF)/2 = It = Inches per Hour See Table D.2-1 For Design Rate ΔH = ΔD = HO- HF = 18.50 25.75 1.38 Rincon Homes 270 Juniper ΔH (60r) Δt (r+2Havg) HO = DT - DO = 35.00 HF = DT - DF = 16.50 Test Hole Radius, r =2.00 Initial Depth to Water, DO =0 Total Test Hole Depth, DT = 35.00 Boring No.P-6 Field Infiltration Rate (Porchet Method) Time Interval, Δt = 30 Final Depth to Water, DF =18.50 Client: Project: Project No:3944-SD Date:6/20/2025 GEOTEK Job No.: 3944-SD . Date: 7/26/2025 After Test: 95'' . Reading No.Time Time Interval (Min) Total Depth of Hole (Inches) Initial Water Level (Inches) Final Water Level (Inches) ∆ In Water Level (Inches) Comments 1 8:32 30 97 8.75 96 87.25 All depths measured from top of casing 2 9:03 30 96 9 77.5 68.5 Casing is 6 inches above ground 3 9:34 30 96 9.5 78.5 69 4 10:04 30 96 9.25 76.25 67 5 10:34 30 96 9 73.5 64.5 6 11:05 30 96 9.25 73 63.75 7 11:35 30 95 9.25 68.25 59 8 12:05 30 95 9 64.25 55.25 9 12:35 30 95 8.5 57.25 48.75 10 1:05 30 95 9 53.25 44.25 11 1:36 30 95 9 47.5 38.5 12 2:07 30 95 8.75 44 35.25 13 2:37 30 95 8.5 42.75 34.25 14 3:07 30 95 9 39.75 30.75 PERCOLATION DATA SHEET Project: 270 Juniper Test Hole No.: P-7 Tested By: BJ , Depth of Hole As Drilled: 97" Before Test: __97"______________________ Equation -It = Havg = (HO+HF)/2 = It = Inches per Hour See Table D.2-1 For Design Rate Time Interval, Δt = 30 Client: Rincon Homes Project: 270 Juniper Project No: 3944-SD Date: 6/20/2025 Boring No. P-7 Field Infiltration Rate (Porchet Method) Final Depth to Water, DF =33.75 Test Hole Radius, r =2.00 Initial Depth to Water, DO =3 0.84 Total Test Hole Depth, DT = 91.00 ΔH (60r) Δt (r+2Havg) HO = DT - DO = 88.00 HF = DT - DF = 57.25 ΔH = ΔD = HO- HF = 30.75 72.63 GEOTEK Permeable Pavers D-1 Sept. 2021 Restriction Element 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 Yes* BMP is within 10’ of Sewer Utilities Yes* 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%) No County Staff has Assigned “Restricted” Infiltration Category No BMP is within Predominantly Type D Soil N/A BMP is within 10’ of Property Line N/A Optional BMP is within Fill Depths of ≥5’ (Existing or Proposed) N/A Considerations BMP is within 10’ of Underground Utilities N/A BMP is within 250’ of Ephemeral Stream N/A Other (Provide detailed geotechnical support) N/A Result 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 Analysis Analysis of Infiltration Restrictions This section is only applicable if the analysis of infiltration restrictions is performed by a licensed engineer practicing in geotechnical engineering. The SWQMP Preparer and Geotechnical Engineer must work collaboratively to identify any infiltration restrictions identified in Table D.1-1 below. Upon completion of this section, the Geotechnical Engineer must characterize each DMA as Restricted or Unrestricted for infiltration and provide adequate support/discussion in the geotechnical report. A DMA is considered restricted when one or more restrictions exist which cannot be reasonably resolved through site design changes. Table D.1-1: Considerations for Geotechnical Analysis of Infiltration Restrictions Mandatory Considerations *See GeoTek “updated Onsite Infiltration Evaluation, PN 3944-SD, dated August 4, 2025” D.1 Permeable Pavers D-1 Sept. 2021 Table D.1-1 is divided into Mandatory Considerations and Optional Considerations. Mandatory considerations include elements that may pose a significant risk to human health and safety and must always be evaluated. Optional Considerations include elements that are not necessarily associated with human health and safety, so analysis is not mandated through this guidance document. All elements presented in this table are subject to the discretion of the Geotechnical Engineer if adequate supporting information is provided. Applicants must evaluate infiltration restrictions through use of the best available data. A list of resources available for evaluation is provided in Section B.2 Determination of Design Infiltration Rates This section is only applicable if the determination of design infiltration rates is performed by a licensed engineer practicing in geotechnical engineering. The guidance in this section identifies methods for identifying observed infiltration rates, corrected infiltration rates, safety factors, and design infiltration rates for use in structural BMP design. Upon completion of this section, the Geotechnical Engineer must recommend a design infiltration rate for each DMA and provide adequate support/discussion in the geotechnical report. Table D.2-1: Elements for Determination of Design Infiltration Rates Item Value Unit Initial Infiltration Rate Identify per Section D.2.1 1.57 in/hr Corrected Infiltration Rate Identify per Section D.2.2 1.57 in/hr Safety Factor Identify per Section D.2.3 3.00 unitless Design Infiltration Rate Corrected Infiltration Rate ÷ Safety Factor 0.52 in/hr *See GeoTek “updated Onsite Infiltration Evaluation, PN 3944-SD, dated August 4, 2025” 2 D-12 Sept. 2021 Permeable Pavers Table D.2-3: Determination of Safety Factor Consideration Assigned Weight (w) Factor Value (v) Product (p) p = w x v Infiltration Testing Method 0.25 Refer to 0.50 Suitability Soil Texture Class 0.25 Table D.2-4 0.25 Assessment Soil Variability 0.25 0.75 (A) Depth to Groundwater/Obstruction 0.25 0.50 Suitability Assessment Safety Factor, SA = p 1.50 Pretreatment 0.50 Refer to 0.50 Resiliency 0.25 Table D.2-4 0.25 Design (B) Compaction 0.25 0.75 Design Safety Factor, SB = p 1.50 Safety Factor, S = SA x SB 3.00 (Must be always greater than or equal to 2) The geotechnical engineer should reference Table D.2-4 below in order to determine appropriate factor values for use in the table above. The values in the table below are subjective in nature and the geotechnical engineer may use professional discretion in how the points are assigned. *See GeoTek “updated Onsite Infiltration Evaluation, PN 3944-SD, dated August 4, 2025” Underground Vault V1 D-1 Sept. 2021 Restriction Element 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 Yes* BMP is within 10’ of Sewer Utilities Yes* 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%) No County Staff has Assigned “Restricted” Infiltration Category No BMP is within Predominantly Type D Soil N/A BMP is within 10’ of Property Line N/A Optional BMP is within Fill Depths of ≥5’ (Existing or Proposed) N/A Considerations BMP is within 10’ of Underground Utilities N/A BMP is within 250’ of Ephemeral Stream N/A Other (Provide detailed geotechnical support) N/A Result 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 Analysis Analysis of Infiltration Restrictions This section is only applicable if the analysis of infiltration restrictions is performed by a licensed engineer practicing in geotechnical engineering. The SWQMP Preparer and Geotechnical Engineer must work collaboratively to identify any infiltration restrictions identified in Table D.1-1 below. Upon completion of this section, the Geotechnical Engineer must characterize each DMA as Restricted or Unrestricted for infiltration and provide adequate support/discussion in the geotechnical report. A DMA is considered restricted when one or more restrictions exist which cannot be reasonably resolved through site design changes. Table D.1-1: Considerations for Geotechnical Analysis of Infiltration Restrictions Mandatory Considerations *See GeoTek “Updated Onsite Infiltration Evaluation” PN 3944-SD dated August 4, 2025 D.1 Underground Vault D-1 Sept. 2021 Table D.1-1 is divided into Mandatory Considerations and Optional Considerations. Mandatory considerations include elements that may pose a significant risk to human health and safety and must always be evaluated. Optional Considerations include elements that are not necessarily associated with human health and safety, so analysis is not mandated through this guidance document. All elements presented in this table are subject to the discretion of the Geotechnical Engineer if adequate supporting information is provided. Applicants must evaluate infiltration restrictions through use of the best available data. A list of resources available for evaluation is provided in Section B.2 Determination of Design Infiltration Rates This section is only applicable if the determination of design infiltration rates is performed by a licensed engineer practicing in geotechnical engineering. The guidance in this section identifies methods for identifying observed infiltration rates, corrected infiltration rates, safety factors, and design infiltration rates for use in structural BMP design. Upon completion of this section, the Geotechnical Engineer must recommend a design infiltration rate for each DMA and provide adequate support/discussion in the geotechnical report. Table D.2-1: Elements for Determination of Design Infiltration Rates Item Value Unit Initial Infiltration Rate Identify per Section D.2.1 0.84 in/hr Corrected Infiltration Rate Identify per Section D.2.2 0.84 in/hr Safety Factor Identify per Section D.2.3 2.0 unitless Design Infiltration Rate Corrected Infiltration Rate ÷ Safety Factor 0.42 in/hr See GeoTek “Updated Onsite Infiltration Evaluation” PN 3944-SD dated August 4, 2025 D-12 Sept. 2021 Underground Vault Table D.2-3: Determination of Safety Factor Consideration Assigned Weight (w) Factor Value (v) Product (p) p = w x v Infiltration Testing Method 0.25 Refer to 0.50 Suitability Soil Texture Class 0.25 Table D.2-4 0.25 Assessment Soil Variability 0.25 0.25 (A) Depth to Groundwater/Obstruction 0.25 0.50 Suitability Assessment Safety Factor, SA = p 1.50 Pretreatment 0.50 Refer to 0.50 Resiliency 0.25 Table D.2-4 0.25 Design (B) Compaction 0.25 0.25 Design Safety Factor, SB = p 1.0 Safety Factor, S = SA x SB 2.0 (Must be always greater than or equal to 2) The geotechnical engineer should reference Table D.2-4 below in order to determine appropriate factor values for use in the table above. The values in the table below are subjective in nature and the geotechnical engineer may use professional discretion in how the points are assigned. See GeoTek “Updated Onsite Infiltration Evaluation” PN 3944-SD dated August 4, 2025 D-12 Sept. 2021 Restriction Element 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 Yes* BMP is within 10’ of Sewer Utilities Yes* 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%) No County Staff has Assigned “Restricted” Infiltration Category No BMP is within Predominantly Type D Soil N/A BMP is within 10’ of Property Line N/A Optional BMP is within Fill Depths of ≥5’ (Existing or Proposed) N/A Considerations BMP is within 10’ of Underground Utilities N/A BMP is within 250’ of Ephemeral Stream N/A Other (Provide detailed geotechnical support) N/A Result 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 Analysis Analysis of Infiltration Restrictions This section is only applicable if the analysis of infiltration restrictions is performed by a licensed engineer practicing in geotechnical engineering. The SWQMP Preparer and Geotechnical Engineer must work collaboratively to identify any infiltration restrictions identified in Table D.1-1 below. Upon completion of this section, the Geotechnical Engineer must characterize each DMA as Restricted or Unrestricted for infiltration and provide adequate support/discussion in the geotechnical report. A DMA is considered restricted when one or more restrictions exist which cannot be reasonably resolved through site design changes. Table D.1-1: Considerations for Geotechnical Analysis of Infiltration Restrictions Mandatory Considerations *See GeoTek “updated Onsite Infiltration Evaluation, PN 3944-SD, dated August 4, 2025” Raised Planters D1 Tree Well D-1 Sept. 2021 Restriction Element 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 Yes* BMP is within 10’ of Sewer Utilities Yes* 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%) No County Staff has Assigned “Restricted” Infiltration Category No BMP is within Predominantly Type D Soil N/A BMP is within 10’ of Property Line N/A Optional BMP is within Fill Depths of ≥5’ (Existing or Proposed) N/A Considerations BMP is within 10’ of Underground Utilities N/A BMP is within 250’ of Ephemeral Stream N/A Other (Provide detailed geotechnical support) N/A Result 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 Analysis Analysis of Infiltration Restrictions This section is only applicable if the analysis of infiltration restrictions is performed by a licensed engineer practicing in geotechnical engineering. The SWQMP Preparer and Geotechnical Engineer must work collaboratively to identify any infiltration restrictions identified in Table D.1-1 below. Upon completion of this section, the Geotechnical Engineer must characterize each DMA as Restricted or Unrestricted for infiltration and provide adequate support/discussion in the geotechnical report. A DMA is considered restricted when one or more restrictions exist which cannot be reasonably resolved through site design changes. Table D.1-1: Considerations for Geotechnical Analysis of Infiltration Restrictions Mandatory Considerations *See GeoTek “Updated Onsite Infiltration Evaluation, PN 3944-SD dated August 4, 2025” D.1 Tree Well D-1 Sept. 2021 Table D.1-1 is divided into Mandatory Considerations and Optional Considerations. Mandatory considerations include elements that may pose a significant risk to human health and safety and must always be evaluated. Optional Considerations include elements that are not necessarily associated with human health and safety, so analysis is not mandated through this guidance document. All elements presented in this table are subject to the discretion of the Geotechnical Engineer if adequate supporting information is provided. Applicants must evaluate infiltration restrictions through use of the best available data. A list of resources available for evaluation is provided in Section B.2 Determination of Design Infiltration Rates This section is only applicable if the determination of design infiltration rates is performed by a licensed engineer practicing in geotechnical engineering. The guidance in this section identifies methods for identifying observed infiltration rates, corrected infiltration rates, safety factors, and design infiltration rates for use in structural BMP design. Upon completion of this section, the Geotechnical Engineer must recommend a design infiltration rate for each DMA and provide adequate support/discussion in the geotechnical report. Table D.2-1: Elements for Determination of Design Infiltration Rates Item Value Unit Initial Infiltration Rate Identify per Section D.2.1 0.84 in/hr Corrected Infiltration Rate Identify per Section D.2.2 0.84 in/hr Safety Factor Identify per Section D.2.3 2.0 unitless Design Infiltration Rate Corrected Infiltration Rate ÷ Safety Factor 0.42 in/hr See GeoTek “Updated Onsite Infiltration Evaluation, PN 3944-SD dated August 4, 2025” 2 D-12 Sept. 2021 Tree Well Table D.2-3: Determination of Safety Factor Consideration Assigned Weight (w) Factor Value (v) Product (p) p = w x v Infiltration Testing Method 0.25 Refer to 0.50 Suitability Soil Texture Class 0.25 Table D.2-4 0.25 Assessment Soil Variability 0.25 0.25 (A) Depth to Groundwater/Obstruction 0.25 0.50 Suitability Assessment Safety Factor, SA = p 1.50 Pretreatment 0.50 Refer to 0.50 Resiliency 0.25 Table D.2-4 0.25 Design (B) Compaction 0.25 0.25 Design Safety Factor, SB = p 1.0 Safety Factor, S = SA x SB 2.0 (Must be always greater than or equal to 2) The geotechnical engineer should reference Table D.2-4 below in order to determine appropriate factor values for use in the table above. The values in the table below are subjective in nature and the geotechnical engineer may use professional discretion in how the points are assigned. See GeoTek “Updated Onsite Infiltration Evaluation, PN 3944-SD dated August 4, 2025” PERMEABMLE PAVERS UNDER GROUND VAULT TREE WELL DESIGN INFILTRATION RATES 0.52 IN/HR 0.42 IN/HR 0.42 IN/HR 18" CURB CU CENTERED AT LOCATION AS SHOWN 4 . 5 ' G GUTTER 3.0'2.0' 5.0' 10.5' BEDDING COURSE-2" THICK OF 18" TO 38" (NO.8) AGGREGATE (SUBGRADE) 6" X 24" PCC FLUSH CURB CHOKER COURSE-4" THICK OF 38" TO 12" (NO.57) CRUSHED ROCK (SUBGRADE)MIN. 6" THICK OF 34" CRUSHED ROCK (SUBGRADE) SLOPE PERVIOUS PAVER STORAGE LAYERS TOWARDS RIBBON GUTTER; SEE NOTE THIS SHEET 6" PERFORATED PVC SUBDRAIN MIN. 0.25' THICK OF 34" CRUSHED ROCK (STORAGE LAYER); THICKNESS VARIES SOIL SUBGRADE % PER PLAN PCC RIBBON GUTTER PER DETAIL THIS SHEET 5.5' VARIES 0.5' MIN. APPROVED PERVIOUS PAVERS W/ MIN. 38" VOID 4" PCC PAVEMENT % PER PLAN PAVER NOTES: -ALL AGGREGATE MUST BE CLEAN/WASHED AND FREE OF FINES (SAND, SILT, ETC.) -THE PAVERS SHALL NOT BE SEALED ONCE THE VOID FILLER HAS BEEN ADDED -EACH COURSE SHALL BE VIBRATORY COMPACTED BEFORE PLACEMENT OF NEXT COURSE -PAVERS TO BE LINED WHEN LESS THAN 5.5-FT FROM A PROPOSED STRUCTURE -SPECIAL APPROVAL REQUIRED FOR USE IN HIGHLY EXPANSIVE SOIL-SUBDRAIN MAY BE REQUIRED -SLOPE GRAVEL SUBGRADE AWAY FROM STRUCTURES AT 5.0% MIN. FOR 10-FT MIN.; LAY 3-INCH GRAVEL STORAGE LAYER FLAT FOR 5-FT ON EACH SIDE OF RIBBON GUTTER EDGE PLAN VIEW - CU TYPICAL DETAIL - PERVIOUS PAVERS NOT TO SCALE • ;j 1\-~ .f \ 1cjl\l l=ill=l 11 Jl,, ;111;; ,ill, Category # Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name 1 2 3 4 5 6 7 8 9 10 unitless 2 85th Percentile 24-hr Storm Depth 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 inches 3 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 1,188 1,188 1,323 1,703 1,323 1,703 1,323 1,703 1,691 1,311 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) 92 66 60 60 60 49 50 68 87 59 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)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 1,280 1,254 1,383 1,763 1,383 1,752 1,373 1,771 1,778 1,370 sq-ft 23 Initial Runoff Factor for Standard Drainage Areas 0.84 0.86 0.87 0.87 0.87 0.88 0.87 0.87 0.86 0.87 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 0.84 0.86 0.87 0.87 0.87 0.88 0.87 0.87 0.86 0.87 unitless 26 Initial Design Capture Volume 54 54 60 77 60 77 60 77 76 60 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 0.84 0.86 0.87 0.87 0.87 0.88 0.87 0.87 0.86 0.87 unitless 32 Design Capture Volume After Dispersion Techniques 54 54 60 77 60 77 60 77 76 60 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 0.84 0.86 0.87 0.87 0.87 0.88 0.87 0.87 0.86 0.87 unitless 36 Final Effective Tributary Area 1,075 1,078 1,203 1,534 1,203 1,542 1,195 1,541 1,529 1,192 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 54 54 60 77 60 77 60 77 76 60 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 1 2 3 4 5 6 7 8 9 10 unitless 2 85th Percentile Rainfall Depth 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 inches 3 Predominant NRCS Soil Type Within BMP Location B B B B B B B B B B unitless 4 Is proposed BMP location Restricted or Unrestricted for Infiltration Activities? Restricted Restricted Restricted Restricted Restricted Restricted Restricted Restricted Restricted Restricted unitless 5 Nature of Restriction Structures Structures Structures Structures Structures Structures Structures Structures Structures Structures 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 No No No No No No No No No yes/no 8 Has Geotechnical Engineer Performed an Infiltration Analysis? No No No No No No No No No No yes/no 9 Design Infiltration Rate Recommended by Geotechnical Engineer in/hr 10 Design Infiltration Rate Used To Determine Retention Requirements 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in/hr 11 Percent of Average Annual Runoff that Must be Retained within DMA 4.5% 4.5% 4.5% 4.5% 4.5% 4.5% 4.5% 4.5% 4.5% 4.5% percentage 12 Fraction of DCV Requiring Retention 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 ratio 13 Required Retention Volume 1 1 1 2 1 2 1 2 2 1 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 1 2 3 4 5 6 7 8 9 10 sq-ft 2 Design Infiltration Rate Recommended 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in/hr 3 Design Capture Volume Tributary to BMP 54 54 60 77 60 77 60 77 76 60 cubic-feet 4 Is BMP Vegetated or Unvegetated? Vegetated Vegetated Vegetated Vegetated Vegetated Vegetated Vegetated Vegetated Vegetated Vegetated unitless 5 Is BMP Impermeably Lined or Unlined? Lined Lined Lined Lined Lined Lined Lined Lined Lined Lined unitless 6 Does BMP Have an Underdrain? Underdrain Underdrain Underdrain Underdrain Underdrain Underdrain Underdrain Underdrain Underdrain Underdrain unitless 7 Does BMP Utilize Standard or Specialized Media? Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard unitless 8 Provided Surface Area 120 85 85 85 85 75 75 102 121 83 sq-ft 9 Provided Surface Ponding Depth 8 8 8 8 8 8 8 8 8 8 inches 10 Provided Soil Media Thickness 18 18 18 18 18 18 18 18 18 18 inches 11 Provided Gravel Thickness (Total Thickness) 9 9 9 9 9 9 9 9 9 9 inches 12 Underdrain Offset 3 3 3 3 3 3 3 3 3 3 inches 13 Diameter of Underdrain or Hydromod Orifice (Select Smallest) 6.00 6.00 6.00 6.00 6.00 6.00 6.00 6.00 6.00 6.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 2.10 2.10 2.10 2.10 2.10 2.10 2.10 2.10 2.10 2.10 inches 24 Fraction of DCV Retained (Independent of Drawdown Time) 0.39 0.28 0.25 0.19 0.25 0.17 0.22 0.23 0.28 0.24 ratio 25 Calculated Retention Storage Drawdown Time 120 120 120 120 120 120 120 120 120 120 hours 26 Efficacy of Retention Processes 0.38 0.29 0.26 0.21 0.26 0.19 0.24 0.25 0.29 0.26 ratio 27 Volume Retained by BMP (Considering Drawdown Time) 21 16 16 16 16 15 14 19 22 15 cubic-feet 28 Design Capture Volume Remaining for Biofiltration 33 38 44 61 44 62 46 58 54 45 cubic-feet 29 Max Hydromod Flow Rate through Underdrain 1.4697 1.4697 1.4697 1.4697 1.4697 1.4697 1.4697 1.4697 1.4697 1.4697 cfs 30 Max Soil Filtration Rate Allowed by Underdrain Orifice 529.10 746.96 746.96 746.96 746.96 846.55 846.55 622.47 524.72 764.96 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 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 in/hr 33 Depth Biofiltered Over 6 Hour Storm 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 inches 34 Ponding Pore Space Available for Biofiltration 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 inches 38 Drawdown Time for Surface Ponding 2 2 2 2 2 2 2 2 2 2 hours 39 Drawdown Time for Effective Biofiltration Depth 3 3 3 3 3 3 3 3 3 3 hours 40 Total Depth Biofiltered 44.00 44.00 44.00 44.00 44.00 44.00 44.00 44.00 44.00 44.00 inches 41 Option 1 - Biofilter 1.50 DCV: Target Volume 50 58 66 91 66 93 69 87 81 67 cubic-feet 42 Option 1 - Provided Biofiltration Volume 50 58 66 91 66 93 69 87 81 67 cubic-feet 43 Option 2 - Store 0.75 DCV: Target Volume 25 29 33 46 33 47 34 44 41 34 cubic-feet 44 Option 2 - Provided Storage Volume 25 29 33 46 33 47 34 44 41 34 cubic-feet 45 Portion of Biofiltration Performance Standard Satisfied 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ratio 46 Do Site Design Elements and BMPs Satisfy Annual Retention Requirements? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes yes/no 47 Overall Portion of Performance Standard Satisfied (BMP Efficacy Factor) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ratio 48 Deficit of Effectively Treated Stormwater 0 0 0 0 0 0 0 0 0 0 cubic-feet Retention Calculations Automated Worksheet B.3: BMP Performance (V2.0) False False BMP Inputs Biofiltration Calculations False False False False Result False False No Warning Messages Category # Description i ii iii iv v vi Units 1 Drainage Basin ID or Name 11 12 13 14 15 16 unitless 2 85th Percentile 24-hr Storm Depth 0.60 0.60 0.60 0.60 0.60 0.60 inches 3 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 1,691 1,311 2,028 1,641 4,553 2,100 sq-ft 4 Semi-Pervious Surfaces Not Serving as Dispersion Area (C=0.30) 5,197 3,955 sq-ft 5 Engineered Pervious Surfaces Not Serving as Dispersion Area (C=0.10) 55 96 65 57 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)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 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 1,746 1,407 2,093 1,698 9,750 6,055 sq-ft 23 Initial Runoff Factor for Standard Drainage Areas 0.87 0.85 0.88 0.87 0.58 0.51 unitless 24 Initial Runoff Factor for Dispersed & Dispersion Areas 0.00 0.00 0.00 0.00 0.00 0.00 unitless 25 Initial Weighted Runoff Factor 0.87 0.85 0.88 0.87 0.58 0.51 unitless 26 Initial Design Capture Volume 76 60 92 74 283 154 cubic-feet 27 Total Impervious Area Dispersed to Pervious Surface 0 0 0 0 0 0 sq-ft 28 Total Pervious Dispersion Area 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 ratio 30 Adjustment Factor for Dispersed & Dispersion Areas 1.00 1.00 1.00 1.00 1.00 1.00 ratio 31 Runoff Factor After Dispersion Techniques 0.87 0.85 0.88 0.87 0.58 0.51 unitless 32 Design Capture Volume After Dispersion Techniques 76 60 92 74 283 154 cubic-feet 33 Total Tree Well Volume Reduction 0 0 0 0 0 0 cubic-feet 34 Total Rain Barrel Volume Reduction 0 0 0 0 0 0 cubic-feet 35 Final Adjusted Runoff Factor 0.87 0.85 0.88 0.87 0.58 0.51 unitless 36 Final Effective Tributary Area 1,519 1,196 1,842 1,477 5,655 3,088 sq-ft 37 Initial Design Capture Volume Retained by Site Design Elements 0 0 0 0 0 0 cubic-feet 38 Final Design Capture Volume Tributary to BMP 76 60 92 74 283 154 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 Units 1 Drainage Basin ID or Name 11 12 13 14 unitless 2 85th Percentile Rainfall Depth 0.60 0.60 0.60 0.60 inches 3 Predominant NRCS Soil Type Within BMP Location B B B B unitless 4 Is proposed BMP location Restricted or Unrestricted for Infiltration Activities? Restricted Restricted Restricted Restricted unitless 5 Nature of Restriction Structures Structures Structures Structures unitless 6 Do Minimum Retention Requirements Apply to this Project? Yes Yes Yes Yes yes/no 7 Are Habitable Structures Greater than 9 Stories Proposed? No No No No yes/no 8 Has Geotechnical Engineer Performed an Infiltration Analysis? No No No No yes/no 9 Design Infiltration Rate Recommended by Geotechnical Engineer in/hr 10 Design Infiltration Rate Used To Determine Retention Requirements 0.000 0.000 0.000 0.000 in/hr 11 Percent of Average Annual Runoff that Must be Retained within DMA 4.5% 4.5% 4.5% 4.5% percentage 12 Fraction of DCV Requiring Retention 0.02 0.02 0.02 0.02 ratio 13 Required Retention Volume 2 1 2 1 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 Units 1 Drainage Basin ID or Name 11 12 13 14 sq-ft 2 Design Infiltration Rate Recommended 0.000 0.000 0.000 0.000 in/hr 3 Design Capture Volume Tributary to BMP 76 60 92 74 cubic-feet 4 Is BMP Vegetated or Unvegetated? Vegetated Vegetated Vegetated Vegetated unitless 5 Is BMP Impermeably Lined or Unlined? Lined Lined Lined Lined unitless 6 Does BMP Have an Underdrain? Underdrain Underdrain Underdrain Underdrain unitless 7 Does BMP Utilize Standard or Specialized Media? Standard Standard Standard Standard unitless 8 Provided Surface Area 83 133 102 85 sq-ft 9 Provided Surface Ponding Depth 8 8 8 8 inches 10 Provided Soil Media Thickness 18 18 18 18 inches 11 Provided Gravel Thickness (Total Thickness) 9 9 9 9 inches 12 Underdrain Offset 3 3 3 3 inches 13 Diameter of Underdrain or Hydromod Orifice (Select Smallest) 6.00 0.50 6.00 6.00 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 cubic-feet 19 Ponding Pore Space Available for Retention 0.00 0.00 0.00 0.00 unitless 20 Soil Media Pore Space Available for Retention 0.05 0.05 0.05 0.05 unitless 21 Gravel Pore Space Available for Retention (Above Underdrain) 0.00 0.00 0.00 0.00 unitless 22 Gravel Pore Space Available for Retention (Below Underdrain) 0.40 0.40 0.40 0.40 unitless 23 Effective Retention Depth 2.10 2.10 2.10 2.10 inches 24 Fraction of DCV Retained (Independent of Drawdown Time) 0.19 0.39 0.19 0.20 ratio 25 Calculated Retention Storage Drawdown Time 120 120 120 120 hours 26 Efficacy of Retention Processes 0.21 0.38 0.21 0.22 ratio 27 Volume Retained by BMP (Considering Drawdown Time) 16 23 19 16 cubic-feet 28 Design Capture Volume Remaining for Biofiltration 60 37 73 58 cubic-feet 29 Max Hydromod Flow Rate through Underdrain 1.4697 0.0107 1.4697 1.4697 cfs 30 Max Soil Filtration Rate Allowed by Underdrain Orifice 764.96 3.47 622.47 746.96 in/hr 31 Soil Media Filtration Rate per Specifications 5.00 5.00 5.00 5.00 in/hr 32 Soil Media Filtration Rate to be used for Sizing 5.00 3.47 5.00 5.00 in/hr 33 Depth Biofiltered Over 6 Hour Storm 30.00 20.81 30.00 30.00 inches 34 Ponding Pore Space Available for Biofiltration 1.00 1.00 1.00 1.00 unitless 35 Soil Media Pore Space Available for Biofiltration 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 unitless 37 Effective Depth of Biofiltration Storage 14.00 14.00 14.00 14.00 inches 38 Drawdown Time for Surface Ponding 2 2 2 2 hours 39 Drawdown Time for Effective Biofiltration Depth 3 4 3 3 hours 40 Total Depth Biofiltered 44.00 34.81 44.00 44.00 inches 41 Option 1 - Biofilter 1.50 DCV: Target Volume 90 55 109 86 cubic-feet 42 Option 1 - Provided Biofiltration Volume 90 55 109 86 cubic-feet 43 Option 2 - Store 0.75 DCV: Target Volume 45 28 54 43 cubic-feet 44 Option 2 - Provided Storage Volume 45 28 54 43 cubic-feet 45 Portion of Biofiltration Performance Standard Satisfied 1.00 1.00 1.00 1.00 ratio 46 Do Site Design Elements and BMPs Satisfy Annual Retention Requirements? Yes Yes Yes Yes yes/no 47 Overall Portion of Performance Standard Satisfied (BMP Efficacy Factor) 1.00 1.00 1.00 1.00 ratio 48 Deficit of Effectively Treated Stormwater 0 0 0 0 cubic-feet Retention Calculations Automated Worksheet B.3: BMP Performance (V2.0) False False BMP Inputs Biofiltration Calculations -This BMP does not fully satisfy the performance standards for pollutant control for the drainage area. - BMPs sized at <3% of the effective tributary areas must be accompanied by Reduced Size BMP Maintenance calculations (see last tab). False False Result False False Attention! Category # Description i Units 1 Drainage Basin ID or Name 17 unitless 2 85th Percentile 24-hr Storm Depth 0.60 inches 3 Is Hydromodification Control Applicable? No yes/no 4 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 1,742 sq-ft 5 Semi-Pervious Surfaces Not Serving as Dispersion Area (C=0.30) 319 sq-ft 6 Engineered Pervious Surfaces Not Serving as Dispersion Area (C=0.10) sq-ft 7 Natural Type A Soil Not Serving as Dispersion Area (C=0.10) sq-ft 8 Natural Type B Soil Not Serving as Dispersion Area (C=0.14) sq-ft 9 Natural Type C Soil Not Serving as Dispersion Area (C=0.23) sq-ft 10 Natural Type D Soil Not Serving as Dispersion Area (C=0.30) sq-ft 11 Does Tributary Incorporate Dispersion and/or Rain Barrels? No yes/no 12 Does Tributary Incorporate Tree Wells? Yes yes/no 13 Impervious Surfaces Directed to Dispersion Area per SD-B (Ci=0.90) sq-ft 14 Semi-Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.30) sq-ft 15 Engineered Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.10) sq-ft 16 Natural Type A Soil Serving as Dispersion Area per SD-B (Ci=0.10) sq-ft 17 Natural Type B Soil Serving as Dispersion Area per SD-B (Ci=0.14) sq-ft 18 Natural Type C Soil Serving as Dispersion Area per SD-B (Ci=0.23) sq-ft 19 Natural Type D Soil Serving as Dispersion Area per SD-B (Ci=0.30) sq-ft 20 Number of Rain Barrels Proposed per SD-E # 21 Average Rain Barrel Size gal 22 Total Tributary Area 2,061 sq-ft 23 Initial Runoff Factor for Standard Drainage Areas 0.81 unitless 24 Initial Runoff Factor for Dispersed & Dispersion Areas 0.00 unitless 25 Initial Weighted Runoff Factor 0.81 unitless 26 Initial Design Capture Volume 83 cubic-feet 27 Total Impervious Area Dispersed to Pervious Surface 0 sq-ft 28 Total Pervious Dispersion Area 0 sq-ft 29 Ratio of Dispersed Impervious Area to Pervious Dispersion Area for DCV Reduction n/a ratio 30 Adjustment Factor for Dispersed & Dispersion Areas 1.00 ratio 31 Runoff Factor After Dispersion Techniques 0.81 unitless 32 Design Capture Volume After Dispersion Techniques 83 cubic-feet 33 Total Rain Barrel Volume Reduction 0 cubic-feet 34 Final Adjusted Runoff Factor 0.81 unitless 35 Final Effective Tributary Area 1,669 sq-ft 36 Initial Design Capture Volume Retained by Dispersion Area and Rain Barrel(s) 0 cubic-feet 37 Remaining Design Capture Volume Tributary to Tree Well(s) 83 cubic-feet False False SSD-BMP Automated Worksheet I-1: Step 1. Calculation of Design Capture Volume (V1.0) Standard Drainage Basin Inputs Results No Warning Messages Dispersion Area Adjustment & Rain Barrel Adjustment SSD-BMPs Proposed Dispersion Area & Rain Barrel Inputs (Optional) Initial Runoff Factor Calculation False Category # Description i Units 1 Drainage Basin ID or Name 17 unitless 2 Design Capture Volume Tributary to BMP 83 cubic-feet 3 Is Hydromodification Control Applicable? No yes/no 4 Predominant NRCS Soil Type Within Tree Well(s) Location B unitless 5 Select a Tree Species for the Tree Well(s) Consistent with SD-A Tree Palette Table Note: Numbers shown in list are Tree Species Mature Canopy Diameters 15' - Other unitless 6 Tree Well(s) Soil Depth (Installation Depth) Must be 30, 36, 42, or 48 Inches; Select from Standard Depths**48 inches 7 Number of Identical* Tree Wells Proposed for this DMA 1 trees 8 Proposed Width of Tree Well(s) Soil Installation for One (1) Tree 9.5 feet 9 Proposed Length of Tree Well(s) Soil Installation for One (1) Tree 11.4 feet 10 Botanical Name of Tree Species Provide in PDP SWQMP unitless 11 Tree Species Mature Height per SD-A Provide in PDP SWQMP feet 12 Tree Species Mature Canopy Diameter per SD-A 15 feet 13 Minimum Soil Volume Required In Tree Well (2 Cubic Feet Per Square Foot of Mature Tree Canopy Projection Area)353 cubic-feet 14 Credit Volume Per Tree 100 cubic-feet 15 DCV Multiplier To Meet Flow Control Requirements n/a unitless 16 Required Retention Volume (RRV) To Meet Flow Control Requirements n/a cubic-feet 17 Number of Trees Required 1 trees 18 Total Area of Tree Well Soil Required for Each Tree 88 sq-ft 19 Approximate Required Width of Tree Well Soil Area for Each Tree 10 feet 20 Approximate Required Length of Tree Well Soil Area for Each Tree 10 feet 21 Number of Trees Proposed for this DMA 1 trees 22 Total Area of Tree Well Soil Proposed for Each Tree 108 sq-ft 23 Minimum Spacing Between Multiple Trees To Meet Soil Area Requirements (when applicable)***n/a feet 24 Are Tree Well Soil Installation Requirements Met? Yes yes/no 25 Is Remaining DCV Requirement Fully Satisfied by Tree Well(s)? Yes yes/no 26 Is Hydromodification Control Requirement Satisfied by Tree Well(s)? n/a yes/no Notes: *If using more than one mature canopy diameter within the same DMA, only the smallest mature canopy diameter should be entered. Alternatively, if more than one mature canopy diameter is proposed and/or the dimensions of multiple tree well installations will vary, separate DMAs may be delineated. **If the actual proposed installation depth is not available in the table of standard depths, select the next lower depth. ***Tree Canopy or Agency Requirements May Also Influence the Minimum Spacing of Trees. Standard Tree Well Inputs Tree Data Tree Well Sizing Calculations Results False False False False SSD-BMP Automated Worksheet I-3: Step 3. Tree Well Sizing (V1.0) False * ** *Abrutus Marina per landscape plans on following page **Abrutus Marina has a 30-ft mature tree canopy diameter. Soil volume provide is for a 15-ft mature tree canopy diameter to treat full DCV generated by DMA Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Jul 30 2025 TREE WELL INLET WQ SIZING Curb Inlet Location = On grade Curb Length (ft) = 1.50 Throat Height (in) = 6.00 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.080 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 1.00 Gutter Width (ft) = 1.50 Gutter Slope (%) = 4.40 Gutter n-value = 0.015 Calculations Compute by:Known Q Q (cfs)= 0.01 Highlighted Q Total (cfs)= 0.01 Q Capt (cfs)= 0.01 Q Bypass (cfs) = -0- Depth at Inlet (in) = 1.38 Efficiency (%)= 100 Gutter Spread (ft) = 0.40 Gutter Vel (ft/s) = 1.57 Bypass Spread (ft) = -0- Bypass Depth (in) = -0- All dimensions in feet X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X XX X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X G G G G G G G G G G 55 55 5 0 50 5 0 50 50 50 51 51 52 53 51 52 53 51 52 53 52 53 51 S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S W W W W IRR IRR S S W W S W W S S W W S S S W W S W W S W W S W W S W W S W W S S S S S S S S S S SS W W S S S S JT JT JT JTJTJTJTJTJTJTJTJTJTJTJTJTJTJTJTJTJTJTJTJTJTJTJTJTJTJTJTJTJTJTJTJT SDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD JT SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SDSDSDSDSDSDSDSDSD SD SD SD SD SD S SW W IR R W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W UNIT 1UNIT 2 BUILDING TYPE B UNIT 3 BUILDING TYPE A UNIT 4UNIT 5UNIT 6 BUILDING TYPE A UNIT 7UNIT 8UNIT 9 BUILDING TYPE A UNIT 10UNIT 11 UNIT 12 UNIT 13 AFFORDABLE UNIT UNIT 14 BUILDING TYPE C UNIT 15 ADA UNIT UNIT 16 UNIT 17 BUILDING TYPE D UNIT 18 UNIT 19 UNIT 20 BUILDING TYPE D UNIT 21 PRIVATE YARD TYP. PRIVATE YARD TYP. PRIVATE YARD TYP. PRIVATE YARD TYP. PRIVATE YARD TYP. PRIVATE YARD TYP. SYMBOL BOTANICAL NAME COMMON NAME CONT SPACING QTY WUCOLS DETAIL TREES SYMBOL BOTANICAL NAME COMMON NAME SIZE SPACING QTY WUCOLS DETAIL SHRUBS GROUND COVERS PLANT SCHEDULE CARLSBAD, CA 92008 (760) 692-1924 THE www.lightfootpg.com LANDSCAPE ARCHITECTUREPLANNINGSITE DESIGN LIGHTFOOTPLANNING GROUP 2237 FARADAY AVENUE SUITE 120 DIAL TOLL FREE 1 - 800 - 422 - 4133 AT LEAST TWO DAYS BEFORE YOU DIG T.M. UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA XXX-XLCT 2023-0005 (BMF> (BMF> ' ' (TYF.J '\..'._'6MP RAISED , , , PLANTERS REFER TO CIVIL FLANS PLANTING PLAN 8 ' I ' ' ' ' KhG PAL,-' (SING_E TRJNK) ,_A_, .( •} "I..NCI..S =AT=NS 'l=LK 3_1..=' SPRl=A:::OING RJSf-l °')-,,--i 0 LANTA'IA X NI=~ GOLD NI=~ GQL:::O _A,TANA 0 LO,-' A'-::lRA _CNG =cu A 3REEZE' 3RE=Z= MAT RUS-l 0 P-lORMII.. '1 TEN.AX GUARDS,-' AN' NE~ ZE.ALAND =LAX B BTl-l I GA_ I GA-. ~g~g~g~g~g~g 1-3" ::ii.A -1:=x S.L'<;''\[ BEACH F:=BBL:=(ELAC:::K) lL T-WEE[; B.4~Rl:=R FAB~·c -YPICA_-SCJT-llES- ?0?0~0"u-0?0?0 BQJLJE~S-3 DEPT-I-OR .l'-.=p~ov:=:::-i :=GUA __ ~r--·n~,, r,~r--·n X ,C X X X X xxxxxx AS Sf-QJ,N 12 AS Sf-QJ,N 4 32)' O.C. _Cl, ~/" .:. O.C. 48' O.C. 27 C.D,E/~ 3b" o_c_ _Cl, 30" O.C. 20 _Cl, 4B' O.C. 12 _Cl, 1$0 SF 160 SF 5' 10' 20' CONSTRUCTION KEYNOTES KEYNOTE DESCRIPTION REMARK5 DETAIL <§> h' HORIZONTAL h' I-IIGI-I METAL FENCE 6ETUEEN PRIVATE 6 tie> METAL FENCE LOT5 /60AF<D ON 60AF<D ! COLOR, GRAT-TO MATCI-I ARC!-1. DESIC:sN 6T c;i.eENFIELD MET AL SAMPLE TO OIJ.NER FOR APPROVAL PRIOR TO FLIRCI-IA5E <§> h' HORIZONTAL h' I-IIGI-I MET AL FENCE PERIMETER FENCE C I I"-' MET AL FENCE /60AFsD ON LOTS ON WALL /60AF<D UJITI-I CA6LE! COLOR, GRAT-TO MATCI-I ARC!-1. DESIC:sN 6T c;i.eENFIELD MET AL SAMPLE TO OIJ.NER FOR APPROVAL <§> PRIOR TO FLIRCI-IASE h'x 3' UJIDE I-IORIZONTAL h' I-IIGI-I x 3' UJIDE METAL GATE A/ I"-' SOLID GATE reoARD ON PRIVATE LOTS UJ/ I-IARUJARE COLOR,6LACK /60AF<D ON 60AF<D ! FENCE COLOR, GRAT-TO MATCI-I ARC!-1. DESIC:sN SAMPLE TO OIINER FOR APPROVAL PRIOR TO FLIRCI-IA&E <B> ARTIFICIAL TUi.F ULTIMATE GRASS -FF<ESI-I CSLOUJ-1!>-F D / II!> EAST TU!sf FILE I-IT I It:!" GAUGE 3/8', FIELD Gr.N/OLIYE 811-838-1584 OLIYE Gfi!N TI-IATC!-1, MONOFILAMENT, ULTRA www.ult1matsgra&&.com DRAIN COATING. <§> METAL EDGING 3/lh" X 8" MET AL EOOING K/9 SURE-Loe ALLNlr-llM COLOR-MILL FINIS!-1 SIL VER EOOINGCORF OR AFFROYED EQUAL. <§> www~ureloced91n9.com DOG WASTE F<ECEPT ACLE DOOi-POT -~1!>11-MINI F /11!> STATION PET WASTE RECEPTACLE STATION UJITI-I LEAS!-1 REQUIRED SIGNAGE Tl-IE ADJACENT TOP OF CUR6. ALL GRADING ON SITE Sl-!ALL 1-!AVE POSITIVE SURFACE DRAINAGE (2% MINIMUM GRADE IN PLANTING AREAS) AWAY FROM STRUCTURES AND TERMINATING IN AN APPROVED DRAINAGE SYSTEM. FOR LANDSCAPE INSTALLATIONS, COMPOST AT A RATE OF A MINIMUM OF FOUR CU61C YARDS FER 1£)00 SQUARE FEET OF FERMEA6LE AREA Sl-!ALL 6E INCORPORATED TO A DEFTI-! OF SIX INCl-!ES INTO Tl-IE SOIL. SOILS WITI-! GREATER Tl-!AN 6% ORGANIC MATTER IN Tl-IE TOP b INCl-!ES OF SOIL ARE EXEMPT FROM ADDING COMPOST AND TILLING. PRIOR TO PLANTING OF ANY MATERIALS, COMPACTED SOILS Sl-!ALL 6E TRANSFORMED TO A FRIA6LE CONDITION. ON ENGINEERED SLOPES, ONLY AMENDED PLANTING 1-!OLES NEED MEET Tl-IE REQUIREMENT OF Tl-!IS SECTION. Tl-IE APPLICATION OF ORGANIC MULCI-! MATERIALS MADE FROM RECYCLED OR POST-CONSUMER MATERIALS Sl-!ALL TAKE PRECEDENCE OVER INORGANIC MATERIALS UNLESS RECYCLED OR POST-CONSUMER ORC:IANIC PRODUCTS ARE NOT LOCALLY AVAILA6LE. A MINIMUM OF 3' OF ORGANIC MULCI-! Sl-!ALL 6E ADDED IN NON-TURF PLANTING AREAS WITI-! SLOPES LESS STEEP Tl-!AN 3:1 TO COVER Tl-IE SOIL SURFACE COMFLETEL Y. TREES PLANTED WITl-!IN S' OF FU6LIC SIDEWALKS Sl-!ALL 6E INSTALLED WITI-! ROOT 6ARRIERS APPROVED 6Y Tl-IE CITY. ALL EXISTING PLANTING DESIC:INATED TO REMAIN ON SITE Sl-!ALL 6E PROTECTED IN PLACE. ANY EXISTING PLANTING DAMAGED DURING Tl-IE COURSE OF Tl-IE PROJECT Sl-!ALL 6E REPLACED IN KIND TO Tl-IE SATISFACTION OF Tl-IE CITY AND FER LANDSCAPE MANUAL REQUIREMENTS. • /7R/7c I --- I I I I I I I I I I ) I I I I I I I I \ ! -'----.----/- DP l C I 'I' Y O II i' C I ~ 11.S I l 1\ I ) PLANNING DIVISION f---------+----+-------+----+-----+----------+----1 m ,---=:~:::~;::::-----1-::.-::.-::.-::.-::.1-::.-::.-::.-::.:t-::.-::.-::.-::.-::.-::.-::.-::.-::.-::.-::.-::.-::.-::.-::.-::.-::.-::.-::.-::.-::.-::.-::.-::.-::.-::.-::.-::.-::.-::.-::.-::.-::.-::.t-::.-::.-::.-::.1-::.-::.-::.-::.-::.t-::.-::.-::.-::.-::.t-::.-::.-::.-=--.1 ;:L=A=K::::D:::S:::C:'...AP'.::E:::::=I=M::::r:::R=o:::v:::E::1!:::E::N::::T=r==:,=A=N::S=::F:::O::::R=: =======: DESIGNED BY: _EE ___ DATE: 12/16/2024 DRAWN BY: EE SCALE: AS INDICATED PROJECT MGR.· J. TAYLOR JOB NO.: 1614.11.3 -<:; JUNIPER COAST HOMES 2 70 JUNIPER A VENUE 1-----.,gr,;,g;;-;na"t"°'ur"'°e-- 10131 /26 enewol~ot Date CAL I 1----+-----11-------------------+--+---1----1-----1 ~I P~,~~=~=~=1:c~c-·\1-·:::_c_·. ______________ DA_r_E_~ DATE INITIAL ENGINEER OF WORK =-x:-:."rn~io·-· 8atc:10/31/26 REVIS Cl\ CC:SCR r'Tl:J~I DATE INITIAL OTHER APPROVAL DATE INITIAL CITY APPROVAL DWN BY, EE PROJECT NO. DRAWING NO. CHKD BY, JT RVWD BY, STREET TREE SPECIES UST -SMALL ---lilmT1I l"Ml'1r.n ~ -1 l .. . "'" ... . . Acer oblongum Evergreen maple Deciduous 20-25 20-25 Mod. Mod. ( Arbutus unedo 'Marina' Marina' Strawberrv tree Evergreen 10-25 10-25 Slow Low Archontophoenix cunninghamiana l<ing palm Evergreen 35-55 15-20 Mod. Low Brahea armata Mexican blue palm Evergreen 15-25 15-20 Mod. Low Braheo edulis Guadalupe palm Evergreen 15-25 10-15 Mod. Low Ca/listemon citrinus Lemon bottlebrush Evergreen 10-15 10-15 Mod. Low Cercis canadensis 'Forest Pansy' Eastern Redbud Deciduous 25-30 15-20 Mod. Mod. " Chiananthus retusus Chinese fringe tree Semi 15-20 15-20 Slow Mod. Eriobotrya deflexa Bronze Loquat Evergreen 10-20 10-15 Fast Mod. Handroanthus chrysotricha Golden Trumpet Tree Deciduous 25-30 15-20 Mod. Mod. Howea forsteriana Paradise Palm Evergreen 50-60 15-20 Slow Mod. Lagerstroemia hybrids Crape myrtle Deciduous 15-25 10-20 Mod. Mod. ~~ Magnolia grandiflora 'Little Gem' Magnolia 'Little gem' Evergreen 10-20 10-15 Mod. Mod. Podocarpus henkelii Long-leafed yellow wood Evergreen 25-40 15-25 Slow Mod. -~ -~ -~ Prunus cerasifera Purple leaf plum 'Thundercloud' Deciduous 15-20 15-20 Mod. Mod. Rhus lancea African Su mac Mod. ·, ~;I•' Evergreen 15-30 15-30 Low .£:; Stenocarpus sinuatus Firewheel tree Evergreen 20-25 15-20 Slow Mod. Syagrus romonzoffianum Queen palm Evergreen 35-45 20-25 Mod. Mod. STREET TREE SPEC IES UST -IVlEDIUM --i~ ~ ~ ~ ,i : ••r. 't";lllf:.I :.-,11111111 rn, l~r.l~ lt,lr,1l"•r.a•9:] Agonis flexuosa Peppermint Tree Evergreen 25-30 25-30 Mod. Mod. I Albizia julibrissin Mimosa Deciduous 25-35 25-35 Mod. Mod. Bauhinia variegata Hongkong orchid Semi 20-25 20-25 Mod. Mod. Calodendrum capense Cape chestnut Deciduous 25-35 25-35 Mod. Mod. Cassia leptaphy/la Gold medallion Semi 15-25 15-25 Fast Mod. ..::-:.:::a~ Ceratania siliqua Carob tree Evergreen 30-40 30-40 Mod. Mod. Corymbia ficifalia Red-Flowering Gum Evergreen 15-45 15-60 Mod. Mod. ~ Cupressus arizonica Arizona cypress Evergreen· 30-40 15-20 Slow Low Eucalytpus torquata Coral Gum Evergreen 15-35 15-30 Slow Mod. Fraxinus oxycarpa 'Raywood' Flame ash Deciduous 30-40 25-30 Mod. Mod. --. Gingkobiloba Ginko Deciduous 30-40 30-40 Slow Mod. ■r-~ Handrocinthus heptaphyllus Pink Trumpet Tree Deciduous 25-50 20-40 Mod. Mod. Jacaranda mimosifolia Jacaranda Deciduous 25-35 25-30 Mod. Mod. Koelreuteria bipinnata Chinese flame Deciduous 20-40 20-40 Mod. Mod. Laurus nobilis Sweetbay Evergreen 30-40 25-35 Slow Low Lophostemon confertus Brisbane box Evergreen 25-35 20-25 · Mod. Mod. ~ Melaleuca nesophila Pink Melaleuca Evergreen 15-30 15-30 Mod. Low Metrosideros excelsus New Zealand Christmas Tree Evergreen 15-25 15-25 Mod. Mod. Marus alba 'Fruitless' Fruitless mulberry Deciduous 20-30 30-45 Fast Mod. Pistacia chinensis Chinese pistache Deciduous 25-35 25-35 Mod. Mod. Podocrpus macrophyllus Yew pine Evergreen 30-40 25-35 Slow Mod. Prunus caroliniana Prunus caroliniana Evergreen 20-30 15-25 Fast Mod. PL Plant List E-166 Sept. 2021 PL Plant List Plant Name Irrigation Requirements Preferred Location in Basin Applicable Bioretention Sections (Un-Lined Facilities) Applicability to Biofiltration? (Lined Facility) Latin Name Common Name Temporary Irrigation during Plant Establishment Period Permanent Irrigation (Drip / Spray)(1) Basin Bottom Basin Side Slopes Section A Treatment-Only Bioretention in Hydrologic Soil Group A or B Soils Section B Treatment-Only Bioretention in Hydrologic Soil Group C or D soils Section C Treatment Plus Flow Control Bioretention in Hydrologic Soil Group A or B Soils Section D Treatment Plus Flow Control Bioretention in Hydrologic Soil Group C or D Soils NO Applicable to Un- lined Facilities Only YES Can Use in Lined or Un-Lined Facility TREES(2) Agonis flexuosa Peppermint Tree X X X X X X X X Alnus rhombifolia White Alder X X X X X X X X Arbutus ‘Marina’ Strawberry Tree X X X X X X X X Cassia leptophylla Gold Medallion Tree X X X X X Cercus canadensis ‘Forest Pansy’ Eastern Redbud X X X X X X X X Cercis occidentalis Western Redbud X X X X X X X X Feijoa sellowiana Pineapple Guava X X X X X X X Hymenosporum flavum Sweet Shade X X X X X X X Koelreuteria paniculata Golden Raintree X X X X X X X Lagerstroemia indica Crape Myrtle X X X X X X X X Magnolia grandiflora ‘Little Gem’ Little Gem Magnolia X X X X X X Metrosideros excelsa New Zealand Christmas Tree Olea europaea Olive X X X X X X Olneya tesota Desert Ironwood X X X X X X X X Parkinsonia (Cercidium) X ‘Desert Museum’ Desert Museum Palo Verde X X X X X X X Platanus racemosa California Sycamore X X X X X X X X Prosopis spp. Mesquite X X X X X X X X Quercus agrifolia Coast Live Oak X X X X X X X X X Rhus lancea African Sumac X X X X X X X X Salix lasiolepsis Arroyo Willow X X X X X X X Salix lucida Lance-Leaf Willow X X X X X X X Sambucus mexicana Blue Elderberry X X X X X X X Senegalia (Acacia) greggii Catclaw X X X X X X X X Umbellularia calfironica California Bay X X X X X X X X X SHRUBS / GROUNDCOVER Acacia redolens Prostrate Acacia X X X X X X X X X Achillea millefolium(3) Yarrow X X X X X Agrostis palens(3) Thingrass X X X X X X X Aloe spp.(3) Aloe X X X X X X Anemopsis californica(3) Yerba Manza X X X X X X X Anigozanthus flavidus(3) Kangaroo Paws X X X X X X X X Aristida purpurea(3) Purple three-awn X X X X X X X X X E.21 r l f l ~ l f l C 1 ' l C-·7 f l ' 1 f l { • ( l ( I c7 I l I l Surface Volume Drawdown Calculation for Tree Well BMP 15 Project Name JUNIPER COAST HOMES Project No 4052 Surface Drawdown Time: 15.3 hr Surface Area 26.25 sq ft Surface Volume (See Calc Below) 19.6875 cu ft Surface Ponding 0.75 ft Infiltration underlying soil (Design)0.590 in/hr Q soil 0.00036 cfs Total Qout 0.000359 cfs 1.f) Trash Capture BMP Design Calculations Q = CIA I = 0.417 in/hr Total area = 37,856 sf / 0.869 ac Impervious area = 25,917 sf Pervious area = 11,939 sf Cn = 0.9 * 25,917 sf + 0.25 * 11,939 sf = 0.70 37,856 sf REM Triton TDAM(12)5 trash capture device selected with max. treatment rate of 0.40 cfs Q = 0.70 * 0.471 in/hr * 0.869 Acres = 0.29 cfs REM TDAM 12(5) - PERF selected with max. treatment rate of 0.40 cfs 0.40 cfs > 0.29 cfs The maximum treatment rate is greater than the treatment flow generated by the entire site. RE: Trash Treatment Control Device Fact Sheet For REM Inc. Full Trash Capture TRITON PERF-FTC Device (Perforated Stainless Steel Trash Guard) December 21, 2021 Mr. Leo Cosentini California State Water Resources Control Board Division of Water Quality P.O. Box 100 Sacramento, CA. 95812 Dear Mr. Cosentini, REM Inc. would like to thank you for taking this opportunity to review our Updated Fact Sheet for the currently approved Full Trash Capture Device, our TRITON PERF-FTC. Throughout this application you will find the pertinent information requested from the Fact Sheet Update Requirements, presented in the requested layout. Currently, REM Inc. has the TRITON PERF-FTC Device as an approved FTC Device as well as the Trition BFTG-FTC Insert and the Triton CPS-FTC on 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. Charles Fleischmann Vice President Revel Environmental Manufacturing, Inc. REM Inc. REM www.remfilrers.com Revel Environmental Manufacturing Inc. salcs@remfiltcrs.com (888) 526-4736 Lie. No. 8574 10 Northern California 960-8 Detroit Avenue Concord, California 94518 P: (925) 676-4736 F: (925) 676-8676 Southern California 2 110 South Grand Avenue Santa Ana, California 92705 P: (7 14) 557-2676 F: (7 14) 557-2679 2 Section: 1 Cover Letter 1A: General Description The TRITON PERF-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 can capture pollutants and debris as small as 5mm, meeting the requirement for Full Trash Capture Devices. It does this, while still maintaining excellent flow rates due to its 51% open area. The PERF-FTC device is intended to be installed in storm drain catch basins and is designed for lateral and surface flow capturing applications depending upon configuration. 1B: Device Owner Contact and location information Charles Fleischmann Vice President 960 Detroit Ave. Suite B Concord, CA. 94518 (925) 676-4736 Charlie@remfilters.com 1C: Website Information https://remfilters.com 1D: 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 24+ years. *Address location listed above. 1E: Brief summary of field/testing results to demonstrate device functions The TRITON PERF-FTC was successfully 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 and Southern California. Results and pictures from these tests can be found in Section 8. 1F: Brief summary of limitations, and operational, sizing, and maintenance considerations The TRITON PERF-FTC units are extremely adaptable and customizable in terms of mounting and attaching to the many different types of catch basin configurations in the field today. Due to the many different product applications REM has been able to offer, we have been very successful in filtering many catch basins that might otherwise be “passed up” on. Each of these devices 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 PERF-FTC devices 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. Revel Environmental Manufacturing Inc. sales@remfilrers.com (888) 526-4736 Lie. o. 857410 ~ .. -------------------------.f"I Northern California Southern California 960-8 Decroic Avenue 21 IO ouch Grand Avenue REM Concord, California 94518 Sama Ana, California 92705 P: (925) 676-4736 P: (7 14) 557-2676 www.remfilcers.com F: (925) 676-8676 F: (714) 557-2679 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 stainless-steel support housings while maintaining its FTC requirement. 1G: Device installation locations REM Inc. has been installing PERF-FTC devices in multiple California locations as well as national sales across the U.S. as this has been an approved FTC device since 2018. Some installation areas of acknowledgement would be: City of Antioch: Dept. of Public Works City of Concord: Dept. of Public Works City of Hayward: Dept. of Public Works Please feel free to ask for a more detailed reference list. 1H: 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. Charles Fleischmann Vice President REM Inc. 4 Section: 2 Table of Contents Page: Section: 3 Physical Description 3A: Trash Capture 5 3B: Peak Flows/Trash Volumes 5 3C: Hydraulic Capacity 5 3D: Comparison Table 8 3E: Design Drawings 11 3F: Alternative Configurations 17 3G: Internal Bypass 17 3H: Previously Trapped Trash 17 3I: Calibration Feature 17 3J: Photos 27 3K: Material Type 18 3L: Design Life 18 Section: 4 Installation Guidance 4A: Device installation procedures and considerations 19 4B: Description of installation limitations and non-standard installation procedures 25 4C: Methods for diagnosing and correcting installation errors 25 Section: 5 Operation and Maintenance Information 5A: Device inspection procedures and frequency considerations 25 5B: Maintenance frequency considerations due to capacity at various volumes 25 5C: Maintenance procedures 25 5D: Essential equipment and materials for proper maintenance 25 5E: Description of effects of deferred maintenance 26 5F: Repair procedures for device components 26 Section: 6 Vector Control Accessibility 6A: Date of device submittal to MVCAC 26 6B: Description that demonstrates vector control personnel accessibility 27 6C: Letter of Certification from MVCAC 33 Section: 7 Reliability Information 7A: Estimated design life of device 34 7B: Warranty information 34 7C: Customer support information 34 Section: 8 Field/Lab Testing Information and Analysis 8A: Device field testing and results 34 7 Area Drain: Model: Diameter: Height: Cartridge: Max Treatment Rate: (Empty) Bypass Flow: ADF-7 ADF-14ADF-10 7" Dia. 8" 14" Dia. 16" TR14CART(16) 10" Dia. 8" 3.18 (CFS) 5.14 (CFS) 8.85 (CFS) 13.15 (CFS) 2.22 (CFS) 1.61 (CFS) Bypass:10" Dia.6" Dia.3" Dia. TR14-CART(8)TR10CART(8) Treatment Rate at 50% capacity: 1.59 (CFS) 4.42 (CFS) 1.1 (CFS) Treatment Rate at 75% capacity: .79 (CFS) 2.21 (CFS) .55 (CFS) TR7CART(8) ADF-24 24" Dia. 16" TR24CART(16) 15.26 (CFS) 51.29 (CFS) 20" Dia. 7.63 (CFS) 3.81 (CFS) TDAM: Model: Width: Height: Trench Width: Max Treatment Rate: (Empty) Bypass Flow: TT2 TDAM8(10)TDAM5(5) 4" 4" 8" 10" 8" 5" 5" .17 (CFS) .55 (CFS) .52 (CFS) .88 (CFS) .025 (CFS) .44 (CFS) Bypass:3" X 8"3" X 5"3" X 4" TR14-CART(8)5" Treatment Rate at 50% capacity: .08 (CFS) .26 (CFS) .013 (CFS) Treatment Rate at 75% capacity: .04 (CFS) .13 (CFS) .006 (CFS) 4" TDAM12(5) 12" 5" 12" .40 (CFS) 1.33 (CFS) 3" X 12" .20 (CFS) .11 (CFS) 8 Section 2) To determine the treatment rates, a commonly used equation was calculated. This is similar to the method used by the County of Los Angeles Dept. of Public Works in a 2006 report on Full Capture Screen and Bypass Requirements. An example of the equation is below: C A 2gh Q MTFR =SF d Calculation for the model TR24SR-PERF-FTC Device: 0.60 * 2.08sf 2 * 32.2ft s 2 * .66ftQMTFR=2 This equals: 3.32 CFS for the maximum treatment flow rate, while utilizing a safety factor of 2. Section 3) N/A – No alternative configurations effect the hydraulic capacities of the devices. 3D: Comparison Table *For standard sized models. More sizes and custom configurations are available. Inserts: Model: Housing Body Width: Cartridge Height: Cartridge Max Treatment Rate: (Empty) TR1818 TR24RDTR2436 17.5" X 17.5" 8" 23.5" Dia. 12" TR14-CART(12) 34.5" X 23.5" 8" 4.42 (CFS) 6.64 (CFS) 3.18 (CFS) TR14-CART(16) 8.85 (CFS) TR36RD 16" Cartridge Diameter:14" Dia.14" Dia.10"14" Dia. TR14-CART(8)TR14-CART(8) Maximum Trash Capture Volume: (gallons) 22.7 (Gallons) 14.5 (Gallons) 7.8 (Gallons) 59.8 (Gallons) TR10-CART(8) TR24SR 23.5" X 23.5" 12" TR14-CART(12) 6.64 (CFS) 14" Dia. 14.5 (Gallons) 35" Dia. I I 16 REM TRITON TDAM - PERF - FTC Notes:Model: Width: Height: Trench Width Max Treatment Rate: TT2-PERF TDAM5(5)- PERF TDAM8(10)- PERF 4" 4" 4" 5" 5" 5" 8" 10" 8" .52 (CFS) .17 (CFS) .02 (CFS) 12" 12" .40 (CFS) TDAM12(5)- PERF 5" Product Overview: Standard Size Dimensions (Not all model and sizes are listed here) • TDAM housings are constructed utilizing Type 304 16ga. Stainless Steel, with 1" and 2" welded square openings. • Removable cartridge tops and bottoms are constructed utilizing over 90% recycled ABS Plastic or fiberglass. • Filter screen utilizes 22ga, Type 304 Stainless Steel perforation. • Perforated Stainless Steel is configured with a 4.8mm openings, having a 51% Open Area for excellent flow rates comparative to its size. • REM TRITON filter cartridges can be removable for ease of cleaning and maintenance.• Filter designs include a high flow overflow bypass to eliminate pooling or flooding during heavy rain events. • Optional Stainless Steel Cartridge housings are capable of housing an absorbent media if ever required, with no retrofitting or modifications needed. • Maintenance information and replacement REM Media Packs are available upon request by contacting REM at sales@remfilters.com or (888) 526-4736.• Made in the USA. REM designed the TRITON -TDAM Filter Series to provide a highly adaptable solution that allows the flexibility to maximize the filter treatment flow rates and pollutant capturing capacity in trench drain and shallow type drains applications. The TRITON TDAM - PERF - FTC Series uses Perforated Stainless Steel (PERF) Screen that is designed to capture debris, trash and sediment while sustaining very high treatment rates as a Full Trash Capture System. Capturing 100% of particles at 5mm or greater in size. TRITON -TDAM Filters can be sized to fit most industry standard trench drains, parkway drains, shallow structures, catch basins, etc. They are sized to spec and scalable for all different lengths and applications. Media strategy may also be optimized for specific pollutant concerns. TRITON TDAM s TYPICAL TRENCH DRAIN Stainless Steel Screen Mounting Tabs TDAM Stainless Steel Housing Removable Cap TDAM15 (5.5) installed TDAM (TT2)-PERF for rounded bottom trench drains. Rounded bottom trench drains. (Heights: 3.5", 5.5", 10" & Custom) Width: 1.5" (Lengths: 4" up to 10', + custom sizes) TDAM12 (5.5") - PERF Note: Potential overflow bypass will depend upon the dept of each trench drain. Overflow Bypass Flow Est. Bypass .88 (CFS) .55 (CFS) .44 (CFS) 1.33 (CFS) REM www.remfilrers.com Revel Environmental Manufacturing Inc. sales@remfilters.com (888) 526-4736 Lie. o. 857410 Norrhern California 960-B Detroit Avenue Concord, California 94518 P: (925) 676-4736 F: (925) 676-8676 Southern California 21 IO South Grand Avenue Santa Ana, California 92705 P: (714) 557-2676 F: (714) 557-2679 17 3F: Alternative Configurations There are no alternative configurations. 3G: Internal Bypass All of the TRITON PERF-FTC Filters have built-in overflow bypass systems, 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. 3H: Previously Trapped Trash With the design of the TRITON PERF-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. 3I: Calibration Feature These devices do not contain any adjustable calibration features. 3J: Photos TR2436 TR24SR TR3636-TH 18 3K: Material Type The design and construction of the TRITON PERF-FTC is comprised of the following materials: Type 304 stainless steel, 90% recycled content ABS plastic cap with UV Inhibitors or a fiberglass cap. The main housing and structural support body is made up of an inner and outer wall of 13 GA. Type 304 stainless steel welded mesh with 2” X 2” square openings. The filter housings are comprised of 100% recycled HMWPE (High Molecular Weight Polyethylene) and the PERF, which is a type 304 Stainless-Steel, it is 22 GA. with 4.8mm openings which creates a total open area of 51%. 3L: Design Life Under normal operations and with the impact of large storm events, the TRITON PERF-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, HMWPE, fiberglass or the ABS used in construction. This section intentionally left blank 19 Section 4: Installation Guidance 4A: Device installation procedures and considerations STAINLESS STEEL REMOVABLE CARTRIDGE HOUSING FILTER BODY REPLACABLEMEDIA-PACKS TOP CAP BOTTOM CAP MADE INUSA For units that require to be mounted below the ledge please refer to the following instructions: Step #1) If the Insert Filter has not been pre-cut, you will need to measure the Inside dimensions of the catch basin walls to determine the flange size you will need. It should be ½ smaller than your I.D. For example, if the Inside Dimensions are 24"X24" you will need to cut your flanges to be 23.5"X23.5". For round catch basins, measure the inside dimension then cut the filter flange ½ Dia., less, then the ID, then apply bulb gasket. Example: 24" Dia. ID, Cut Insert flange to 23.5" Dia. INSTALLATION INSTRUCTIONS FOR THE TRITON MODEL: INSERT – PERF - FTC (Designed for Square and Round catch basins and other applications) Step 1)If your TRITON Insert Filter has been pre-cut for you, simply remove the grate, clean any debris that is found on the ledge that the grate rests on. Step 2)Place Filter Cartridge inside of unit, and line up with stainless steel screws on the bottom of the cartridge. Press down and twist 1/6th of a turn to lock cartridge in place, making sure filter is snug enough to prevent water from bypassing. Insert filter housing into catch basin as to where the flanges are resting on the grate & frame ledges. Place grate back on catch basin. Step 3)If you received your unit un-cut, trim the flanges of the filter to be ½ smaller than the frame that surrounds the grate on the two support sides. Trim the other two sides that will not be supported to be ½ smaller than the clear frame opening, attach the supplied bulb gasket to the non-supported sides and set the Insert Filter into place. Place grate back on catch basin. Note: Round units will be trimmed to ¼ smaller diameter than the size of the grate and will not use an attachable bulb gasket. Support Bracket mountingDetermine where the support brackets will need to be placed in the catch basin for best support. To help you do this, place the filter into the catch basin and mark were the center of the support should be. Support brackets should be evenly positioned for filter support. The top of the Insert Filter should rest 2" to 4" below the bottom of the grate. Using anchor bolts, attach the corner brackets to the inside walls of the catch basin using a hammer drill with ¼ bit. Make sure anchor bolts are as flush as possible to inside wall. Once the bracket are in place, place Insert Filter into catch basin and place grate back on catch basin. TOOLS REQUIRED:1) Skil saw. 2) Snips.3) Hammer Drill, with ¼ masonry drill bit.4) Hammer. 5) ¼ X 2" or 3" Concrete Anchors. i.e. (Red Head)6) 7/16" Socket Drive. Filter Flange(Supported on the same flange the grate rest on)TRITON DROP INLET FILTER REMOVABLE CARTRIDGE CATCH BASIN Overflow Port Anchors Bolts SupportBracket Support Bracket REM www.rcmfilters.com Revel Environmental Manufacturing Inc. salcs@rcmfilcm.com (888) 526-4736 Lie. No. 857410 Northern California 960~B Detroit Avenue Concord, California 94518 P: (925) 676-4736 F: (925) 676-8676 Southern California 2110 South Grand Avenue Sama Ana, California 92705 P: (714) 557-2676 F: (714) 557-2679 \ .. .. .__ 20 INSTALLATION INSTRUCTIONS FOR THE TRITON MODEL: TOP HAT (ROUND) – PERF - FTC (Designed for Square and Round catch basins and other applications) TOOLS REQUIRED: 1) Skil saw. 2) Snips. 3) Hammer Drill, with ¼ masonry drill bit. 4) Hammer. 5) ¼ X 2" or 3" Concrete Anchors. i.e. (Red Head) 6) 7/16" Socket Drive. MADE INUSA Step 1) Filter base plate flanges may need to be trimmed to fit into the throat of the catch basin. For example if the ID or inside throat of the catch basin is 24"Dia., you will want to trim the flanges down to 23.5"Dia. (Taking just a ½ off the dia.) You will then attach the bulb gasket to the outer edge of base plate. This bulb gasket will help seal any gap between the base plate and th e inside wall of the catch basin. The gasket is designed to give the base plate a snug fit when installed. Some base plates may be pre-trimmed and ready for installation. Step 2) Depending upon the filters cartridge configuration the support brackets will vary with the height of each cartridge height. For the 8" Tall Cartridges, the brackets should be mounted 10" or more below the grate seat. For 16" Tall Cartridges, mounting brackets should be at least 19" or more below the grate seat (See attached Side View illustration below). Step 3) Attach support brackets (Corner and slotted angle, if applicable) to the catch basin throat wall on four to eight sides equally spaced using anchor bolts. Attach slotted angle crossbars for larger catch basins (see Top View illustration below). Step 4) Install filter base plate first without cartridge attached. Once a tight fit along the inside diameter of the catch basin is obtained, attach the cartridge and replace grate. Note: For catch basins that may have a tighter throat due to the frame and grate or other obstruction near the top, the filter base plate may come in two sections that can be un-assembled, which will allow the base plate to be re-assembled below this area. These parts will come assembled, so that you know how they should look like when installed. If you need further assistance please call us direct at (888) 526-4736 or email us your questions at: Sales@remfilters.com Side View Of Top Hat Filter Filter Base Plate Side View Inside wall of catch basin Anchor bolts into inside of catch basin For (8") Tall Cartridges 10" or more below grate seat. For (16") Tall Cartridges 19" or more below grate seat. Grate Seat 10" 19" Mounting Brackets Top View Of mounting brackets OverflowBypass Support Brackets Anchor Bolts Support Brackets Base Plate Filter Cartridge Filter Cartridge Support Brackets GRATE REM www.remfilters.com Revel Environmental Manufacturing Inc. sales@remfilrers.com (888) 526-4736 Lie. No. 857410 Northern California 960-B Detroit Avenue Concord, California 94518 P: (925) 676-4736 F: (925) 676-8676 Southern California 2110 South Grand Avenue Santa Ana, California 92705 P: (714) 557-2676 F: (714) 557-2679 21 INSTALLATION INSTRUCTIONS FOR THE TRITON MODEL: TOP HAT (SQAURE) – PERF - FTC (Designed for Square and Round catch basins and other applications) TOOLS REQUIRED: 1) Skil saw. 2) Snips. 3) Hammer Drill, with ¼ masonry drill bit. 4) Hammer. 5) ¼ X 2" or 3" Concrete Anchors. i.e. (Red Head) 6) 7/16" Socket Drive. MADE INUSA Step 1) Filter base plate flanges may need to be trimmed to fit into the throat of the catch basin. For example if the ID or inside throat of the catch basin is 24" X 24", you will want to trim the flanges down to 23" X 23". You will then attach the bulb ga sket to the outer edge of base plate. This bulb gasket will help seal any gap between the base plate and the inside wall of the catch basin. The gasket is designed to give the base plate a snug fit when installed. Some base plates may be pre-trimmed and ready for installation. Step 2) Depending upon the filters cartridge configuration the support brackets will vary with the height of each cartridge height. For the 8" Tall Cartridges, the brackets should be mounted 10" or more below the grate seat. For 16" Tall Cartridges, mounting brackets should be at least 19" or more below the grate seat (See attached Side View illustration below). Step 3) Attach support brackets (Corner and slotted angle, if applicable) to the catch basin throat wall on four to eight sides equally spaced using anchor bolts. Attach slotted angle crossbars for larger catch basins (see Top View illustration below). Step 4) Install filter base plate first without cartridge attached. Once a tight fit along the inside diameter of the catch basin is obtained, attach the cartridge and replace grate. Note: For catch basins that may have a tighter throat due to the frame and grate or other obstruction near the top, the filter base plate may come in two sections that can be un-assembled, which will allow the base plate to be re-assembled below this area. These parts will come assembled, so that you know how they should look like when installed. If you need further assistance please call us direct at (888) 526-4736 or email us your questions at: Sales@remfilters.com Side View Of Top Hat Filter Filter Cartridge Filter Base Plate Support Brackets Top View Of mounting brackets Overflo w Port Center Support Bars Concrete Anchor Bolts Position of overflow bypassAnd Cartridge Base Support Brackets GRATE Inside wall of catch basin Anchor bolts into inside of catch basin For (8") Tall Cartridges 10" or more below grate seat. For (16") Tall Cartridges 19" or more below grate seat. Grate Seat 10" 19" Support Bracket REM www.remfilters.com Revel Environmental Manufacturing Inc. sales@remfilrers.com (888) 526-4736 Lie. No. 857410 Northern California 960-B Detroit Avenue Concord, California 94518 P: (925) 676-4736 F: (925) 676-8676 Southern California 2110 South Grand Avenue Santa Ana, California 92705 P: (714) 557-2676 F: (714) 557-2679 000 00000 00000000000 0 00000000000000000 0 22 INSTALLATION INSTRUCTIONS FOR THE TRITON MODEL: CURB INLET – PERF - FTC MADE INUSA Step 1) While inside of the curb inlet catch basin, starting from the left side wall to the right side wall of the curb inlet catch (while facing the street) Place Curb Inlet Filter 2" to 3" below the start of the inside vertical wall. Mark the height on the wall. Note: If the curb inlet is larger than 3.5', you will be using additional section of filter. Joint Couplings will also be supplied to connect the section together (See Figure #3) Each filter section should come with two Cradle Brackets. Step 2) Determine where the Cradle Brackets are to be placed horizontally along the inside wall. The bracket should be placed in between the windows of the curb inlet filter. For a 2' Curb Inlet section with only one window, the brackets will go on the two ends. (They should not block any of the open areas of the windows. Having the cradle brackets in position against the wall, mark the location using the existing mounting holes in the bracket as a template. These are where the holes are to be drilled to mount the brackets. Drill two holes per bracket using ¼ masonry drill bits to install the concrete anchors. Secure cradle brackets to wall using 7/16" socket driver. Step 3) Once the two cradle brackets are installed, place the Curb Inlet Filter into the cradle brackets. Attach zip ties around cradle brackets and filter. Step 4) When adding adjacent sections, duplicate steps #1, #2, and #3, installing from left to right making sure all sections are at the same height. After installing the first two sections, place the black ABS Joint Coupling (Provided) into both adjoining filter ends, then lock coupling into place by using set screws (pre-drilled into coupling) If you need further assistance please call us direct at (888) 526-4736 or email us your questions at: Sales@remfilters.com Place Cradle Bracket 2" to 3" below the start of the inside vertical wall. Cradle Bracket (¼ X 3" wide) Galv. Steel Cradle Bracket (¼ Thick X 3" wide) 2" to 3" Street level Inside wall of curb inlet View facing curb Inlet and street Cradle BracketPlacement (L) Windows Street Curb Figure #1 Zip-TiePlacement Figure #2 Figure #3 Joint Cplg Joint Cplg 3.5'3.5' Bracket Cradle ¼ X 2.25" long Anchor Bolts 7.0' Curb Inlet Example REM www.remfilters.com Revel Environmental Manufacturing Inc. sales@remfilrers.com (888) 526-4736 Lie. No. 857410 Northern California 960-B Detroit Avenue Concord, California 94518 P: (925) 676-4736 F: (925) 676-8676 Southern California 2110 South Grand Avenue Santa Ana, California 92705 P: (714) 557-2676 F: (714) 557-2679 \ ( -----------· 1-------...... ----------1~-------1 \ I rp ~J_/_; __ ::: ::: lilr--=-=-=-=-=-,,' lfilIJJilillJITil•r--=-~~I 23 INSTALLATION INSTRUCTIONS FOR THE TRITON MODEL: AREA DRAINS – PERF - FTC Note: Area Drain Filters have been designed to be installed in a variety of different applications. Most common are exit pipes that exit vertically through a catch basin or other receiving vessel. There are two ways of securing Area Drain Filter into position. Option A) If filter has been designed using a boot to connect to catch basin, it is simply pushed into place like a compression fitting. Before doing so, clean the bottom of the catch basin where the filter will be placed.Note: confirmation of exit pipe size is necessary so that the Area Drain Filter is fitted with the correct boot size. Option B) If filter has been designed using a tab mounting system, place Area Drain Filter directly over exit pipe and center. Make sure to clean the bottom of the catch basin where the filter will be placed first. Using a hammer drill with ¼ masonry drill bit, drill through existing mounting plates pre-drilled holes that are attached to both the bottom and sides of the Area Drain Filter. Hammer in anchor bolt (Red Head s), place washer over plate, then tighten down with nut using a 7/16" socket drive. If you need further assistance please call us direct at (888) 526-4736 or email us your questions at: Sales@remfilters.com Figure #1 Figure #2 Boot Connector TOOLS REQUIRED: 1) Hammer Drill, with ¼ masonry drill bit. 2) Hammer. 3) ¼ X 2" or 3" Concrete Anchors. i.e. (Red Head) 4) 7/16" Socket Drive. Figure #3 CATCH BASIN TRITON AREA DRAIN FILTER (ADF)FLOW FLOW BOOT CONNECTOR OPTION FLOOR MOUNTING TAB OPTION STAINLESS STEEL REMOVABLE CARTRIDGE HOUSING OR DRAIN DOME GRATE OR STANDARD FLAT GRATE Side View Cut - Away Roof Surface AREA DRAIN BODY (EXISTING AREA FOR CAPTURING DEBRIS) EXIT PIPE SELF TIGHTENING BOOT OVERFLOW PORT BFTG FILTER MEDIA BOOT CONNECTOR STAINLESS STEEL HOUSING MADE INUSA FLOOR MOUNTING TABS Floor Mounting Tabs REM www.remfilrers.com Revel Environmental Manufacturing Inc. sales@remfiltcrs.com (888) 526-4736 Lie. o. 857410 Northern California 960-B Detroit Avenue Concord, California 94518 P: (925) 676-4736 F: (925) 676-8676 Southern California 21 IO South Grand Avenue Santa Ana, California 92705 P: (714) 557-2676 F: (714) 557-2679 24 INSTALLATION INSTRUCTIONS FOR THE TRITON MODEL: TDAM – PERF - FTC MADE INUSA Step 1) TDAM s are to be placed every 3' to 4' from one another unless otherwise specified, (See Figure #3). (TDAM s next to exiting pipe of trench drain should be placed 4" to 6" from the exit), (See Figure #2) Some trenches may have exit pipes at both ends or in the middle of the trench. Use the same instructions for each. For middle exiting pipes, place one TDAM on each side of exit pipe, 4" to 6" from exit pipe, (See Figure #2). Step 2) After deciding placement of TDAM s, Clean any sediment or debris from location. Slide TDAM into trench drain, until it reaches the bottom of trench floor. Make sure to place additional gasket in area s where there are gaps or where water may try to bypass the TDAM. Step 3) Once in position, using a hammer drill with ¼ masonry drill bit, drill through existing mounting plate pre-drilled holes that are attached to bottom of TDAM. Hammer in anchor bolt (Red Head), place washer over plate, then tighten down with nut. Some units may require the use of side mounting tabs as well. Note: Some TDAM s may come with two mounting plates per TDAM. If you need further assistance please call us direct at (888) 526-4736 or email us your questions at: Sales@remfilters.com Figure #1 Figure #2 Figure #3 TRITON TDAMtm Side Mounting Tabs Trench Drain Exit pipe Grate Floor Mounting Tabs Placed 3' to 4' Apart Heavy Sediment SIDE VIEW Over Flow Exit Centered in Trench Drain Placed 4" to 6" before exit TRITON TDAM with center exit pipe Flow Exit Pipe Placed 4" to 6" before exit Single Exit from Trench Drain TRITON TDAMtm TOOLS REQUIRED: 1) Hammer Drill, with ¼ masonry drill bit.2) Hammer. 3) ¼ X 2" or 3" Concrete Anchors. i.e. (Red Head)4) 7/16" Socket Drive. REM www.remfilters.com Revel Environmental Manufacturing Inc. sales@remfilrers.com (888) 526-4736 Lie. No. 857410 Northern California 960-B Detroit Avenue Concord, California 94518 P: (925) 676-4736 F: (925) 676-8676 Southern California 2110 South Grand Avenue Santa Ana, California 92705 P: (714) 557-2676 F: (714) 557-2679 :::::::::::::::::::::::::;..;..:..::::::::::: . . . . . . . . . . . . . . . . . . . . ................ ................. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .............. . 25 4B: Description of installation limitations and non-standard installation procedures One of the common limitations found in the field are catch basin that are too shallow, or the infrastructure is not conducive for a standard Insert filter. We can filter many different types of configurations, but sometimes modifications or custom units are needed to properly capture the target contaminant. When we come across unusual drains, our approach is to always maximize the given catch basin configuration with the largest volume capturing ability. This may lead to a filter that will need to be customized to fit. Typical modifications that may be needed are trimming the devices housings, cutting down the size of the filter, or adding attachments like an extension of stainless steel or HMWPE depending on the device and model type. 4C: Methods for 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 lifting and removing the device or removing the anchor nuts and then removing the device. Proper re-installation can take place at that point. All filters should be level and firmly in place. Filters are designed to hold a large amount of trash and sediment, which requires the filters to be well supported. If there is any weakness in the support of the filter, more support will of course be needed. There should also not be any gaps where water can bypass the system during normal storm events. TRITON PERF – FTC Filters have been designed for their ease of installation. If anyone does have installation problems, they may call our offices and we will be glad to help. 1 (888) 526-4736 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 frequency considerations due to capacity at various volumes 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 the catch basin. If filters are consistently above 50% full, REM recommends additional maintenance intervals. 5C: Maintenance procedures Secure area (Traffic and pedestrian controls, if needed). Pull grate and set aside. Remove (VAC) debris that has been captured in system. Pressure washing may also be necessary in some cases to remove certain debris. After system has been cleaned. Visually inspect filter for any damaged areas. Take a picture of the cleaned filter for your records. Fill out report if used for the given catch basin. Replace grate. Remove all traffic control devices. 5D: Essential equipment and materials for proper maintenance The maintenance for the TRITON PERF-FTC Filters 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. Vacuum Truck, Grate Pick. 26 5E: Description of effects of deferred maintenance Typical implications of deferred maintenance consist primarily of debris that will begin to bypass the device because it has reached the full capacity of its limitations. If the device has been properly installed and supported, it should continue to remain in the original placement from the initial installation. 5F: Repair procedures for device components In the case that a particular component is damaged, it is advised to call our customer service department for repair or replacement options. Please call (888) 526-4736 for repair or replacement issues. Section 6: Vector Control Accessibility 6A: Date of device submittal to MVCAC Device Fact Sheet was submitted to MVCAC on 11/23/2021 Device Fact Sheet was approved by MVCAC on 12/20/2021 6B: Description or drawing that demonstrates vector control personnel accessibility Drawings continued on next page. This Section Intentionally Left Blank 32 For TDAM Trench Filters, access to bottom of trench drain can be done with or without the grates being in place. Clear and direct access. REM Inc. VECTOR CONTROL ACCESSIBILITY MADE INUSA For Models: TDAM-PERF-FTC Easy Access to bottom of Trench Drains Water Level TDAM s Battery Configuration Grate Side View FlowHeavy Sediment Fallout Flow Overflow Bypass Exit Pipe Exit Pipe Possible Exit Options Easy Access to bottom of Trench Drains Easy Access with our without Grates Grate Access Access (TT2) TDAM Easy Access to different section of trench drain **REM TRITON PERF Devices have no moving or swinging parts for abatement access. All devices allow a free and clear access to the bottom of catch basin and lateral lines below, as well as notched bottoms to prevent standing water. REM www.remfilrers.com Revel Environmental Manufacturing Inc. sales@remfi lters.com (888) 526-4736 Lie. o. 8574 I 0 Northern California 960-8 Detroit Avenue Concord, California 94518 P: (925) 676-4736 F: (925) 676-8676 Southern California 21 IO ourh Grand Avenue Santa Ana, California 92705 P: (714) 557-2676 F: (714) 557-2679 33 6C: Letter of Verification from MVCAC Revel Environmental Manufacturing, Inc 960 Detroit Ave. Suite B Concord, CA 94518 December 20, 2021 Dear Mr. Fleischmann, Thank you for the submitting the Revel Environmental Manufacturing Inc. Triton PERF-FTC devices for review by the Mosquito and Vector Control Association of California pursuant to the SWRCB Trash Treatment Control Device Application Requirements. The Association has carefully reviewed the conceptual drawings for the Triton Insert PERF-FTC, Triton Top Hat PERF-FTC, Triton Curb Inlet, Triton TDam, and Triton Area Drain devices and verifies that provisions have been included in the designs that allow for full visual access to all areas for presence of standing water, and when necessary, allows for treatments of mosquitoes. While this verification letter confirms that inspection and treatment for the purpose of minimizing mosquito production should be possible with the Revel Environmental Manufacturing Inc. Triton PERF-FTC devices as presented, it does not affect the local mosquito control agency’s rights and remedies under the State Mosquito Abatement and Vector Control District Law. For example, if the installed device or the associated stormwater system infrastructure becomes a mosquito breeding source, it may be determined by a local mosquito control agency to be a public nuisance in accordance with California Health and Safety Code sections 2060-2067. “Public nuisance” means any of the following: 1. Any property, excluding water, that has been artificially altered from its natural condition so that it now supports the development, attraction, or harborage of vectors. The presence of vectors in their developmental stages on a property is prima facie evidence that the property is a public nuisance. 2. Any water that is a breeding place for vectors. The presence of vectors in their developmental stages in the water is prima facie evidence that the water is a public nuisance. 3. Any activity that supports the development, attraction, or harborage of vectors, or that facilitates the introduction or spread of vectors. (Heal. & Saf. Code § 2002 (j).) Declaration of a facility or property as a public nuisance may result in penalties as provided under the Health and Safety Code. Municipalities and the vendors they work with are encouraged to discuss the design, installation, and maintenance of stormwater trash capture devices with their local mosquito control agency to reduce the potential for disease transmission and public nuisance associated with mosquito production. Sincerely, Bob Achermann, MVCAC Executive Director ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• One Capitol Mall, Suite 800 • Sacramento, CA 95814 • p: (916) 440-0826 • f: (916) 444-7462 • e: mvcac@mvcac.org 34 Section 7: Reliability information 7A: Estimated design life of device Under normal operations and with the impact of large storm events, the TRITON PERF-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, HMWPE, or ABS used in construction. 7B: Warranty information REM warrants the TRITON PERF-FTC device for 3 years after the installation date. This includes the device and material itself. 7C: 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 8: 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 next page. 1. Cover Letter a. Product Name and General Description of Device The Stormtek ST3 & ST3G is a Connector Pipe Screen filter used specifically for catch basin or curb inletsumps and installed in front of the outflow pipe at the bottom of the sump.The Stormtek device provides physical screening of pollutants such as solids, trash and debris. It is best used in central drains from paved surface areas in both arterial and non arterial along with commercial and residential areas. b. Applicant's Contact Information and Location Chief Executive Officer: Keith Morgan Storm Water Inspection & Maintenance Services, Inc Chief Financial Officer and Office Manager keith@swimsclean.com (925) 783-9092 Vice President: Todd Hudson Storm Water Inspection & Maintenance Services, Inc Vice President of Operations todd@swimsclean.com (925) 570-4575 Authorized Representative: Ric Campos Storm Water Inspection & Maintenance Services, Inc President and Owner ric@swimsclean.com (510) 773-5461 Mailing Address: Storm Water Inspection & Maintenance Services, Inc c/o Ric Campos PO Box 1627 Discovery Bay, CA 94505 c. Manufacturer's Website for Device https://swimsclean.com/stormtek/ i d. Manufacturing Location for Device Manufacturer Name: Storm Water Inspection & Maintenance Services, Inc Manufacturer Address: 698 Enterprise Court Livermore, CA 94550 Manufacturer Phone: (925) 516-8966 Manufacturer Representative: Ethan Purkey (925) 698-5417 e. Summary of Field/Lab Testing Results All solids, trash and debris for any storm event is captured with the Stormtek device with it's full trash capture 5mm mesh screen. No lab testing has been recorded for the Stormtek ST3 or ST3G device. f. Summary of Device Limitations, and Operational, Sizing and Maintenance Considerations Each Stormtek unit is specifically designed for a specific catch basin or outflow pipe. We wake all elements into consideration for the design and build, which is for the benefit of both catching contaminants and utilizing the space for best possible flow rates. Our durable frame is mounted to the outflow pipe wall and is equipped with pins that will hold the device in place and can be easily removed for maintenance and vector control. The STORMTEK device is made with a high grade steel (S-304) and a 5mm mesh screen. Our welded mesh screen and framing throughout makes our device able to withstand the toughest of conditions and with a track record of doing just that. Please refer to our website www.swimsclean.com/stormtek to see a list of cities that have trusted the STORMTEK device. Maintenance on the Stormtek unit is imperative for the function and durability of the device. The schedule of maintenance should be Two (2) Times Per Year (once in the dry season and once in the wet season) unless additional services are required in high traffic areas. The two cleanings are required to ensure correct trash capture and bypass does not occur. g. Description, or List of Locations, where Device has been installed The Stormtek device has been installed throughout California and nationally to meet various trash capture projects and applications. See list below with a few examples of installation areas: Example of Installations Project Location Contact City of San Jose City of Milpitas Apple Spaceship Campus Various streets in city Great Mall Pkwy, Milpitas Blvd 10955 N Tantau Ave, Cupertino, CA 95014 Theresa Porter Julie Waldron Preston Pipelines ii h. Certification 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 injury of the person(s) 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. 7/14/2021 Ric Campos Date Storm Water Inspection & Maintenance, Inc President/Owner ric@swimsclean.com (510) 773-5461 iii Table of Contents 1. Cover Letter a. Product Name and General Description of Device...........................................i b. Applicant's Contact Information and Location...................................................i c. Manufacturer's Website for Device....................................................................i d. Manufacturing Location for Device...................................................................ii e. Summary of Field/Lab Testing Results.............................................................ii f. Summary of Device Limitations, and Operational, Sizing, and Maintenance Considerations...................................................................................................ii g. Description, or List of Locations, where Device has been installed..................ii h. Certification......................................................................................................iii 2. Table of Contents............................................................................................1-2 3. Physical Description..........................................................................................3 a. Trash Capture: Description of Device..............................................................3 b. Peak Flows/Trash Volumes.............................................................................4 c. Hydraulic Capacity...........................................................................................4 1) Hydraulic Capacity Table.............................................................................4 2) Alternative Configuration Hydraulic Capacity Table.....................................4 3) Hydraulic Capacity Calculations or Field Test Results.................................4 d. Comparison Table............................................................................................4 e. Design Drawings..............................................................................................5 f. Alternative Configurations.................................................................................5 g. Internal Bypass................................................................................................5 h. Previously Trapped Trash................................................................................5 i. Calibration Feature............................................................................................5 j. Photos...............................................................................................................6 k. Material Type...................................................................................................7 l. Design Life........................................................................................................7 1 4. Installation Guidance........................................................................................8 a. Installation Procedures....................................................................................8 b. Device Installation Limitations/Non-standard Installation Procedures.............8 c. Diagnosing and Correcting Installation Errors.................................................8 5. Operation and Maintenance Information.........................................................9 a. Device Inspection Procedures and Frequency Considerations........................9 b. Device Maintenance Frequency Related to Hydraulic Capacity.......................9 c. Maintenance Procedures..................................................................................9 d. Maintenance Equipment and Materials..........................................................10 e. Effects of Deferred Maintenance....................................................................10 f. Repair Procedures...........................................................................................10 6. Vector Control Accessibility...........................................................................11 a. Date of Submittal to Mosquito Vector Control Association.............................11 b. Description of Access for Vector Control Personnel.......................................11 c. Letter of Verification from Mosquito Vector Control Association.....................11 7. Reliability Information.....................................................................................12 a. Estimated Design Life.....................................................................................12 b. Warranty Information......................................................................................12 c. Customer Support Information........................................................................12 8. Field/Lab Testing Information & Analysis.....................................................13 a. Available Field/Lab Testing Information - Devices with 5mm Screen.............13 b. Available Field/Lab Testing Information - Devices without 5mm Screen........13 APPENDIX A.........................................................................................................14 Stormtek Design Drawing...................................................................................15 APPENDIX B.........................................................................................................16 MVCAC Approval Document..............................................................................17 2 Section 1. Physical Description DESCRIPTION OF DESIGN ELEMENTS • The mounting frame can be made of coated or stainless steel. Frame members are made from 2” flat bars with a minimum thickness of 3/16 inch. • The insert screen is made of heavy-gage sheet metal with 5 millimeter (mm) openings. Total openings constitute 50% of the screen surface. Top 4 inches of the screen is grated with bars spaced at 2 inches on center. • Insert top cover is made of heavy-gage sheet metal screen with 5 mm openings and 1” support frames. • Structural support members for the screen and top cover are made of coated or stainless steel. Members are made from 1” flat bars with a minimum thickness of 1/8 inch. • Mounting frame members are welded • Structural support frame members are welded • Insert screens are welded onto structural support frames. • Mounting frames are bolted onto the catch basin wall at the outlet opening. Mounting frames are to be anchored at all four corners with HILTI expansion anchors or equal. • Inserts are installed vertically onto the mounting frame directly in front of the outlet opening. •The insert is completely removable by lifting it off the mounting frame a. Trash Capture: Description of Device Internal Bypass: The bypass can range anywhere between 6-8 inches of an opening near the top of the device for heavy flow rates. Once the flow reaches the bypass it can flow freely into bypass. 3. Physical Desription 3 b. Peak Flows / Trash Volumes The tables in Section 3 Hydraulic Capacities list Peak Flow and Trash (Storage) Volume capacities for 4 common sizes of the Stormtek ST3 & ST3G devices. c. Hydraulic Capacity 1) Hydraulic Capacity Table 2) Alternative Configuration Hydraulic Capacity Table Stormtek does not have alternative configurations 3) Hydraulic Capacity Calculations or Field Test Results See Table Above d. Comparison Table The tables in table above lists storage and hydraulic capacities for 4 common sizes of the Stormtek device Stormtek ST3 & ST3G Connector Pipe Screen Hydraulic Capacity Filtered Flow (CFS)Stormtek device size 24 x 24 x 12r 24 x 36 12r Peak/ Bypass Flow (CFS) Storage Capacity (CF) 24 x 18 x 12r 24 x 30 x 12r 5.86 3.81 Empty 25% Full 50% Full 75% Full 2.07 .73 10.29 .95 9.02 5.86 3.19 1.13 10.59 1.27 12.61 8.19 4.46 1.58 10.59 1.58 16.57 10.76 5.86 2.07 10.59 1.90 4 e. Design Drawings Design drawings for Stormtek are included in Appendix A f. Alernative Configurations Stormtek does not have alternative configurations g. Internal Bypass The bypass on the Stormtek device is designed for the occasion when full capacity of the sump surrounding the device has occurred. The bypass is located on the upper area of the device right below the deflector plate. This bypass is equal to the flow rate based on the size of the outflow pipe. Note: Bypass should not occur when the device is properly maintained and on a regular maintenance schedule. h. Previously Trapped Trash The Stormtek device is designed with a semi circle shape to provide more of a storage area for trapped trash and helps roll trash to sides. This helps give more room for storing previously trapped trash. This trash only discharges downstream when there is no regular maintenance and the storage height has reached the bypass area. i. Calibration Feature Stormtek does not have a calibration feature 5 j. Photos Figure 1. Installed Stormtek device Figure 2. Installed Stormtek device Figure 3. Installed Stormtek device Figure 4. Installed Stormtek device Figure 6. Installed Stormtek device in shallow sump 6 k. Material Type The Stormtek device is made of all stainless steel 304 metal. The mounting frame are made of 2" flat bars with a minimum thckness of 3/16 inch. The insert screen is made of heavy gage sheet metal with less than 5mm openings. The top openings of 4" of the screen is grated with bars spaced 2" on center. The top cover is made of the same material as the insert screen. The structural support members for the screen is made of stainless steel and are made from 1" flat bars with a minimum thickness of 1/8". l. Design Life The design life for the Stormtek device is 15 years. This is dependent on being correctly installed along with the recommended maintenance of at least (2x) per year or more depending on surrounding conditions. 7 6 4. Installation Guidance a. Installation Procedures b. Device Installation Limitations/ Non-standard Installation Procedures Although the STORMTEK device is manufactured to the specification of the catch basin/vault, occasionally the CB sump is too shallow to be practical. In this case we recommend relocating the device to an alternate CB. In the event of a non-standard installation procedure the installer can contact STORMTEK customer service at (925) 516-8966. Ask for Ethan or Todd c. Diagnosing and Correcting Installation Errors STORMTEK has been designed for simple installation and maintenance. After installation, visually inspect frame for contact with CB/vault wall. Install and remove STORMTEK screen from locator pins on frame for easy removal for maintenance. If there a problem exists, please review all steps in the above installation procedure. In the event of a problematic installation procedure the installer can contact STORMTEK customer service at (925) 516-8966. Ask for Ethan or Todd 8 a. Installation Procedures STORMTEK is custom manufactured to fit each specific installation. Proper measurement is required prior to ordering the device. It is recommended that the catch basins are cleaned and inspected for any damage or irregularities prior to installing the STORMTEK device. If the installation surfaces on the catch basin/vault walls are irregular or damaged, some modifications may be needed to create a smooth mounting surface. 1. Set up all safety requirements prior to starting installation. 2. Remove the manhole cover or grate. 3. Clean CB/vault surfaces. 4. Center STORMTEK frame over effluent pipe. 5. Attach to CB/vault wall with expansion anchors. 6. The STORMTEK screen is placed on the frame locator pins and slide down to secure in place. 7. Reinstall manhole cover or grate. b. Device Installation Limitations / Non-standard Installtion Procedures Although the Stormtek device is manufactured to the specification of the catch basin/vault, occasionally the CB sump is too shallow to be practical. In this case we recommend relocation the device to an alternate CB. In the event of non-standard installation procedure the installer can contact Stormtek customer service at (925) 516-8966. Ask for Ethan or Todd. c. Diagnosing and Correcting Installation Errors Stormtek has been designed for simple installation and maintenance. After installation, visually inspect frame for contact with CB/vault wall. Install and remove Stormtek screen from locater pins on frame for easy removal for maintenance. If there a problem exists, please review all steps in the above installation procedure. In the event of a problematic installation procedure the installer can contact Stormtek customer service at (925) 516-8966. Ask for Ethan or Todd. 4. Installation Guidance 7 5. Operation and Maintenance Information a. Inspection Procedures and Frequency Considerations Inspection and Maintenance intervals will depend on many factors such as location, size/quantity, storm water runoff volume, surrounding vegetation and debris potential. The following is the minimum inspection recommendation, but inspection and maintenance may need interval increases, as necessary. STORMTEK recommends two inspection per year minimum. The first inspection should take place at the start of the rainy season and the second inspection taking place near the end of the rainy season. ** Inspections in the first year of installation should be more frequent, 3-4 times per year, to establish a base line for debris loading. ** If the region of installation has no definitive rainy season, inspections should be spaced evenly throughout the year. STORMTEK Connector Pipe Screens can be inspected without entry into the catch basin. Follow all safety precautions, traffic control and PPE requirement for the specific work area. SAFETY FIRST 1. Remove the manhole cover or grate. 2. Inspect the interior catch basin opening, walls and floor. 3. Inspect the STORMTEK connector pipe screen for damage or looseness. 4. Inspect vector control deflector plate for proper operation (if applicable) 5. Measure debris load with sludge judge, tape measure or equal. 6. Note findings and take photos as necessary. 7. Note if any vector problems. 8. Replace the manhole cover or grate. b. Device Maintenance Frequency Related to Hydraulic Capacity Periodic maintenance is required to ensure proper function of the STORMTEK Connector Pipe Screen and to ensure continued protection of the receiving water bodies. A maintenance program should be based on the data from the previous inspection history as well the size and location of the STORMTEK device. A customized maintenance program provides the most benefit to operation while minimizing maintenance costs. Maintenance should be performed when the STORMTEK device reaches 75% height /volume capacity. c. Maintenance Procedures Follow all safety precautions, traffic control and PPE requirement for the specific work area. SAFETY FIRST. STORMTEK recommends the following maintenance procedures: 5. Operation and Maintenance Information a. Device Inspection Procedures and Frequency Considerations b. Device Maintenance Frequency Related to Hydraulic Capacity c. Maintenance Procedures 9 8 1. The manhole cover or grate shall be removed and set to one side. 2. The catch basin shall be visually inspected for defects and possible illegal dumping. If illegal dumping has occurred, the proper authorities and property owner representative shall be notified as soon as practicable. 3. Using an industrial vacuum, the collected debris/materials shall be removed from the catch basin/vault. 4. When all collected debris/materials have been vacuumed, the STORMTEK device can be easily removed by lifting the screen off of the locator pins. The STORMTEK screen can now be inspected and cleaned. 5. Reinstall the screen on to the locator pins and secure in place. 6. The manhole cover or grate shall be reinstalled. 7. All removed debris shall be disposed of in accordance with local, state, and federal agency requirements. d. Maintenance Equipment and Materials The following equipment should be used to conduct maintenance on the STORMTEK connector pipe screen. • Personal Protective Equipment (PPE), Safety equipment and traffic control as needed. • Lighting as needed • Industrial vacuum • Pressure washer (recmended) • Tools for safe removal/reinstallation of manhole or grate. e. Effects of Deferred Maintenance Deferred maintenance may allow the STORMTEK device to achieve capacity and go into bypass. Once the system is in bypass, no additional trash or debris will be collected. If bypass occurs, the debris in the bypass flows will pass through the system and discharge in receiving waters. f. Repair Procedures If inspection of the STORMTEK device reveals damage and is in need of repair, the damage should be documented, photographed, and then submitted to STORMTEK (SWIMS) for assessment. STORMTEK personnel will evaluate the damage and recommend or initiate any warranty repair. Responsibility for the repair will depend on the cause of damage. d. Maintenance Equipment and Materials e. Effects of Deferred Maintenance f. Repair Procedures 10 Section 4. Mosquito and Vector Control The StormTek ST3G device has a hinged deflector plate that can lift-up for mosquito or vector inspection, access, or treatment. This deflector plate can be lifted through the storm grate with a simple hook tool or equal. The deflector plate is light weight and easy to lift and return into position. The lid and hinges are made from stainless steel and therefore will not rust. Application for the Mosquito and Vector Control Association of California approval of the Stormtek device was submitted on February 3rd of 2021. 6. Vector Control Accesibility a. Date of Submittal to Mosquito Vector Control Association The Application for the Mosquito and Vector Control Association of California approval of the Stormtek Device was submitted on August 4th of 2021. b. Description of Access for Vector Control Personnel a. Date of Submittal to Mosquito Vector Control Assocation c. Letter of Verification from Mosquito Vector Control Association Refer to Appendix B for letter of verification from MVCAC 11 The StormTek ST3G device has a hinged deflector plate that can lift-up for mosquito or vector inspection, access, or treatment. This deflector plate can be lifted through the storm grcite wit a simple hook tool or equal. The deflector plate is light weight and easy to lift and return into position. The lid and hinges are made from stainless steel and therefore will not rust. deflector plate can < ' lift-up 1or inspection ~ and treatment ~ Ul<'l•l ,1-:(''IOn l'l .,\IE I .IF I S Ill' fl{OI\I 1-fA "lil>I .I• 10 7. Reliability Information a. Estimated Design Life The estimated design life for the STORMTEK Connector Pipe Screen is 15 years. Design life estimate is dependent on the proper design, installation and maintenance of the system and assume no extraordinary circumstances. b. Warranty Information STORMTEK warranties the ST3 and ST3G models to be free from manufacturing defects for a period of one (5) year from the date of purchase. Abusive treatment, lack of routine maintenance, neglect or improper use of the will not be covered by this warranty. c. Customer Support Information STORMTEK (and SWIMS) offers full customer service and support for all STORMTEK products. Customer Support contact information: STORMTEK and Storm Water Inspection and Maintenance Services, Inc. PO Box 1627 Discovery Bay, CA 94505 (925) 516-8966 Web site: www.swimsclean.com E-mail: info@swimsclean.com 7. Reliability Information a. Estimated Design Life b. Warranty Information c. Customer Support Information 12 11 8. Field/Lab Testing Information and Analysis a. Available Field/Lab Testing Information – Devices with 5mm Screen STORMTEK includes a screen with 4.9mm apertures through which all treatment flow must pass to travel downstream; therefore, testing is not required to demonstrate trash capture performance because particles 5mm in diameter and larger cannot physically pass through the screen. b. Available Field/Lab Testing Information – Devices without 5mm Screen STORMTEK without the trash capture (4.9mm aperture) screen do not have testing or field data available and will not be used for trash capture applications. 8. Field/Lab Testing Information and Analysis a. Available Field/Lab Testing Information - Devices with 5mm Screen b. Available Field/Lab Testing Information - Devices without 5mm Screen 13 APPENDIX A APPENDIX A 14 Catch Basin Sump StormTek™ ST3/ST3G Deflector Plate only with ST3G Model Stainless Steel Frame (2" flat bars, 3/16" thick) mounted to wall Device fastens on pins Outflow Pipe Heavy-Gage Sheet Metal Screen S-304 Stainless Steel 5mm openings Structural Support Bars (Bypass) Stainless Steel 1" flat bars 1/8" thickness - Bypass has equivalent or greater flow rate as outflow pipe 10/25/2018 P.O. Box 1627 Discovery Bay, CA 94505 StormTek a) StormTek™ ST3/ST3G b) StormTek™ is installed in front of the outflow pipe is supported by the frame mounted on the existing catch basin wall c) This device is designed to capture trash, sediment and debris from entering the storm water system. StormTek™ ST3/ST3G Installation: Connector Pipe Screen Filter P.O. Box 1627 Discovery Bay, CA 94505 NorCal: 925.516.8966 SoCal: 949.542.7234 www.swimsclean.com General Notes: Revision/Issue Company Name and Address: Product Name and Address: Scale: Scale StormTek™ Pipe Screen Model ST3/ST3G Project: No. 1 - Device is retro-fitted to catch basin specifications - Deflector plate is the only difference between ST3 & ST3G StormTek™ No Scale Sheet:1 of 1 Plan View Section A 15 " .. ... ... ........ I .. ,. ~ .. "'" ~ .. , ,,, .. .... ' .... ., ....., ~ ,.. i'" ,. J ,,, .,, ,,. .,, ,.. ,.. •' .,,. .,,. ',, ~ ... _. .,,. ,. ... , ., ..-....... ... ;I' ;'" .... ...._ ,. r,,. • ~ ... A I I • .,, -., ~ I _. ..... ., .... .,,. r" ... .... .,. ,,, ... .,, ' .... .., ., .... " ,. ,,. Storm Water Inspection & Maintenance Services ......... ,.. ,,. .,,. ,,. .,, .,, ,,. ' 128.~lMi ..., .,,. , -, Maintenance Services BF-1 Biofiltration E-110 Jan. 2024 BF-1 Biofiltration Location: 43rd Street and Logan Avenue, San Diego, California Description Biofiltration (Bioretention with underdrain) 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. Bioretention with underdrain facilities are commonly incorporated into the site within parking lot landscaping, along roadsides, and in open spaces. Because these types of 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. Treatment is achieved through filtration, sedimentation, sorption, biochemical processes and plant uptake. Typical bioretention with underdrain 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 expected climate and ponding depth • Non-floating mulch layer (Optional) • 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 MS4 Permit Category Biofiltration Manual Category Biofiltration Applicable Performance Standard Pollutant Control Flow Control Primary Benefits Treatment Volume Reduction (Incidental) Peak Flow Attenuation (Optional) E.13 BF-1 Biofiltration E-111 Jan. 2024 Typical plan and Section view of a Biofiltration BMP MIN. 6” FREEBOARD MAX. 1:1 CURB cut";:. 12"MIN. '. • ,• ... : CURB CUT ................ ~ APRON FOR ENERGY ..,DISSIPATION .. ..,3H 1V(MIN.) .. .. .. ...... + + + • .. : .. : .. : .. : ~ ~ VEGETATED SIDE SLOPE PLAN NOTTO SCALE 4-6" DROP FROM CURB CUT TO APRON APRON FOR ENERGY DISSIPATION 6" MIN. TO 12" MAX. SURFACE PONDING ...... MAINTENANCE .., ACCESS (AS !'IEE~ED] .., .3H 1V (MIN.) MEDIA SURFACE AREA 3" WELL-AGED, SHREDDED HARDWOOD MULCH (OPTIONAL) MAINTENANCE ACCESS (AS NEEDED) r..::a~~~--OVERFLOW EXCAVATED SLOPE ,, STRUCTURE --t,!,;f,,~,,~,,,,., MIN. 18" MEDIA WITH MIN. 5 IN/HR FILTRATION RATE SATURATED STORAGE (OPTIONAL) AGGREGATE STORAGE LAYER ..L----".~ ..... \_ IMPERMEABLE LINER (OPTIONAL) MIN. 3" AGGREGATE BELOW UNDERDRAIN MIN. 6" DIAMETER UNDERDRAIN EXISTING UNCOMPACTED SOILS SECTION A-A' NOTTO SCALE BF-1 Biofiltration E-112 Jan. 2024 Design Adaptations for Project Goals Biofiltration Treatment BMP for storm water pollutant control. The system is lined or un-lined to provide incidental infiltration, and an underdrain is provided at the bottom to carry away filtered runoff. This configuration is considered to provide biofiltration treatment via flow through the media layer. Storage provided above the underdrain within surface ponding, media, and aggregate storage is considered included in the biofiltration treatment volume. Saturated storage within the aggregate storage layer can be added to this design by raising the underdrain above the bottom of the aggregate storage layer or via an internal weir structure designed to maintain a specific water level elevation. Integrated storm water flow control and pollutant control configuration. The system can be designed to provide flow rate and duration control by primarily providing increased surface ponding and/or having a deeper aggregate storage layer above the underdrain. This will allow for significant detention storage, which can be controlled via inclusion of an outlet structure at the downstream end of the underdrain. Recommended Siting Criteria Siting Criteria Intent/Rationale □ Placement observes geotechnical recommendations regarding potential hazards (e.g., slope stability, landslides, liquefaction zones) and setbacks (e.g., slopes, foundations, utilities). Must not negatively impact existing site geotechnical concerns. □ An impermeable liner or other hydraulic restriction layer is included if site constraints indicate that infiltration or lateral flows should not be allowed. Lining prevents storm water from impacting groundwater and/or sensitive environmental or geotechnical features. Incidental infiltration, when allowable, can aid in pollutant removal and groundwater recharge. □ Contributing tributary area shall be ≤ 5 acres (≤ 1 acre preferred). Bigger BMPs require additional design features for proper performance. Contributing tributary area greater than 5 acres may be allowed at the discretion of the City Engineer if the following conditions are met: 1) incorporate design features (e.g. flow spreaders) to minimizing short circuiting of flows in the BMP and 2) incorporate additional design features requested by the City BF-1 Biofiltration E-113 Jan. 2024 Siting Criteria Intent/Rationale Engineer for proper performance of the regional BMP. □ Finish grade of the facility is ≤ 2%. Flatter surfaces reduce erosion and channelization within the facility. Recommended BMP Component Dimensions BMP Component Dimension Intent/Rationale Freeboard ≥ 12 inches adjacent landscape area ≥ 6 inches adjacent hardscape, 4 inches for concrete planter/box structure Freeboard provides room for head over overflow structures and minimizes risk of uncontrolled surface discharge. Surface Ponding ≥ 6 and ≤ 12 inches Surface ponding capacity lowers subsurface storage requirements. Deep surface ponding raises safety concerns. Surface ponding depth greater than 12 inches (for additional pollutant control or surface outlet structures or flow-control orifices) may be allowed at the discretion of the City Engineer if the following conditions are met: 1) surface ponding depth drawdown time is less than 24 hours; and 2) safety issues and fencing requirements are considered (typically ponding greater than 18” will require a fence and/or flatter side slopes) and 3) potential for elevated clogging risk is considered. Ponding Area Side Slopes 3H:1V or shallower Gentler side slopes are safer, less prone to erosion, able to establish vegetation more quickly and easier to maintain. Mulch ≥ 3 inches Mulch will suppress weeds and maintain moisture for plant growth. BF-1 Biofiltration E-114 Jan. 2024 BMP Component Dimension Intent/Rationale Aging mulch kills pathogens and weed seeds and allows the beneficial microbes to multiply. Media Layer ≥ 18 inches 1:1 slope maximum for edge condition A deep media layer provides additional filtration and supports plants with deeper roots. Standard specifications shall be followed. For non-standard or proprietary designs, compliance with F.1 ensures that adequate treatment performance will be provided. Underdrain Diameter ≥ 6 inches Smaller diameter underdrains are prone to clogging. Cleanout Diameter ≥ 6 inches Properly spaced cleanouts will facilitate underdrain maintenance. Design Criteria and Considerations Biofiltration with underdrain must meet the following design criteria. Deviations from the below criteria may be approved at the discretion of the City Engineer if it is determined to be appropriate: Design Criteria Intent/Rationale Surface Ponding □ Surface ponding is limited to a 24-hour drawdown time. Surface ponding limited to 24 hours for plant health. Surface ponding drawdown time greater than 24-hours but less than 96 hours may be allowed at the discretion of the City Engineer if certified by a landscape architect or agronomist. Vegetation □ Plantings are suitable for the climate and expected ponding depth. A plant list to aid in selection can be found in Appendix E.21. Plants suited to the climate and ponding depth are more likely to survive. □ An irrigation system with a connection to water supply should be provided as needed. Seasonal irrigation might be needed to keep plants healthy. Mulch (Optional) BF-1 Biofiltration E-115 Jan. 2024 Design Criteria Intent/Rationale □ A minimum of 3 inches of well-aged, shredded hardwood mulch that has been stockpiled or stored for at least 12 months is provided. Mulch will suppress weeds and maintain moisture for plant growth. Aging mulch kills pathogens and weed seeds and allows the beneficial microbes to multiply. Media Layer □ Media maintains a minimum filtration rate of 5 in/hr over lifetime of facility. An initial filtration rate of 8 to 12 in/hr is recommended to allow for clogging over time; the initial filtration rate should not exceed 12 inches per hour. A filtration rate of at least 5 inches per hour allows soil to drain between events. The initial rate should be higher than long term target rate to account for clogging over time. However an excessively high initial rate can have a negative impact on treatment performance, therefore an upper limit is needed. □ Media is a minimum 18 inches deep, meeting either of these two media specifications: Section F.3 Bioretention Soil Media (BSM) or specific jurisdictional guidance. Alternatively, for proprietary designs and custom media mixes not meeting the media specifications, the media meets the pollutant treatment performance criteria in Section F.1. A deep media layer provides additional filtration and supports plants with deeper roots. Standard specifications shall be followed. For non-standard or proprietary designs, compliance with F.1 ensures that adequate treatment performance will be provided. □ Media surface area is 3% of contributing area times adjusted runoff factor or greater. Greater surface area to tributary area ratios: a) maximizes volume retention as required by the MS4 Permit and b) decrease loading rates per square foot and therefore increase longevity. Adjusted runoff factor is to account for site design BMPs implemented upstream of the BMP (such as rain barrels, impervious area dispersion, etc.). Refer to Appendix B.1 guidance. BF-1 Biofiltration E-116 Jan. 2024 Design Criteria Intent/Rationale □ Where receiving waters are impaired or have a TMDL for nutrients, the system is designed with nutrient sensitive media design (see fact sheet BF-2). Potential for pollutant export is partly a function of media composition; media design must minimize potential for export of nutrients, particularly where receiving waters are impaired for nutrients. Filter Course Layer □ A filter course is used to prevent migration of fines through layers of the facility. Filter fabric is not used. Migration of media can cause clogging of the aggregate storage layer void spaces or subgrade. Filter fabric is more likely to clog. □ Filter course is washed and free of fines. Washing aggregate will help eliminate fines that could clog the facility and impede infiltration. □ Filter course calculations assessing suitability for particle migration prevention have been completed. Gradation relationship between layers can evaluate factors (e.g., bridging, permeability, and uniformity) to determine if particle sizing is appropriate or if an intermediate layer is needed. Aggregate Storage Layer □ Class 2 Permeable per Caltrans specification 68-1.025 is recommended for the storage layer. Washed, open-graded crushed rock may be used, however a 4-6 inch washed pea gravel filter course layer at the top of the crushed rock is required. Washing aggregate will help eliminate fines that could clog the aggregate storage layer void spaces or subgrade. □ The depth of aggregate provided (12-inch typical) and storage layer configuration is adequate for providing conveyance for underdrain flows to the outlet structure. Proper storage layer configuration and underdrain placement will minimize facility drawdown time. Inflow, Underdrain, and Outflow Structures □ Inflow, underdrains and outflow structures are accessible for inspection and maintenance. Maintenance will prevent clogging and ensure proper operation of the flow control structures. □ Inflow velocities are limited to 3 ft/s or less or use energy dissipation methods. (e.g., riprap, level spreader) for concentrated inflows. High inflow velocities can cause erosion, scour and/or channeling. BF-1 Biofiltration E-117 Jan. 2024 Design Criteria Intent/Rationale □ Curb cut inlets are at least 12 inches wide, have a 4-6 inch reveal (drop) and an apron and energy dissipation as needed. Inlets must not restrict flow and apron prevents blockage from vegetation as it grows in. Energy dissipation prevents erosion. □ Stormdrain inlets shall be placed a minimum of 4-inch above the finish grade of basin (top of mulch) Inlets must not restrict flow and prevent blockage from vegetation as it grows in. □ Underdrain outlet elevation should be a minimum of 3 inches above the bottom elevation of the aggregate storage layer. A minimal separation from subgrade or the liner lessens the risk of fines entering the underdrain and can improve hydraulic performance by allowing perforations to remain unblocked. □ Minimum underdrain diameter is 6 inches. Smaller diameter underdrains are prone to clogging. □ Underdrains are made of slotted, PVC pipe conforming to ASTM D 3034 or equivalent or corrugated, HDPE pipe conforming to AASHTO 252M or equivalent. Slotted underdrains provide greater intake capacity, clog resistant drainage, and reduced entrance velocity into the pipe, thereby reducing the chances of solids migration. □ An underdrain cleanout with a minimum 6- inch diameter and lockable cap is placed every 250 to 300 feet as required based on underdrain length. Properly spaced cleanouts will facilitate underdrain maintenance. □ Overflow is safely conveyed to a downstream storm drain system or discharge point Size overflow structure to pass 100-year peak flow for on-line infiltration basins and water quality peak flow for off-line basins. Planning for overflow lessens the risk of property damage due to flooding. Conceptual Design and Sizing Approach for Storm Water Pollutant Control Only To design bioretention with underdrain for storm water pollutant control only (no flow control required), the following steps should be taken: 1. Verify that siting and design criteria have been met, including placement requirements, contributing tributary area, maximum side and finish grade slopes, and the recommended media surface area tributary ratio. 2. Calculate the DCV per Appendix B based on expected site design runoff for tributary areas. BF-1 Biofiltration E-118 Jan. 2024 3. Use the sizing worksheet presented in Appendix B.3 to size biofiltration BMPs. Conceptual Design and Sizing Approach when Storm Water Flow Control is Applicable Control of flow rates and/or durations will typically require significant surface ponding and/or aggregate storage volumes, and therefore the following steps should be taken prior to determination of storm water pollutant control design. Pre-development and allowable post-project flow rates and durations should be determined as discussed in Chapter 6 of the manual. 1. Verify that siting and design criteria have been met, including placement requirements, contributing tributary area, maximum side and finish grade slopes, and the recommended media surface area tributary ratio. 2. Iteratively determine the facility footprint area, surface ponding and/or aggregate storage layer depth required to provide detention storage to reduce flow rates and durations to allowable limits. Flow rates and durations can be controlled from detention storage by altering outlet structure orifice size(s) and/or water control levels. Multi-level orifices can be used within an outlet structure to control the full range of flows. 3. If bioretention with underdrain cannot fully provide the flow rate and duration control required by this manual, an upstream or downstream structure with significant storage volume such as an underground vault can be used to provide remaining controls. 4. After bioretention with underdrain has been designed to meet flow control requirements, calculations must be completed to verify if storm water pollutant control requirements to treat the DCV have been met. Maintenance Overview 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. BF-1 Biofiltration E-119 Jan. 2024 • 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 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 E-120 Jan. 2024 Summary of Standard Inspection and Maintenance 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 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 monthly. If the BMP is 25% full* or more in one month, increase inspection frequency to monthly plus after every 0.1-inch or larger storm event. • Remove any accumulated materials found at each inspection. Obstructed inlet or outlet structure Clear blockage. • Inspect monthly and after every 0.5-inch or larger storm event. • Remove any accumulated materials found at each inspection. Damage to structural components such as weirs, inlet or outlet structures Repair or replace as applicable • Inspect annually. • Maintain when needed. Poor vegetation establishment Re-seed, re-plant, or re-establish vegetation per original plans. • Inspect monthly. • Maintain when needed. BF-1 Biofiltration E-121 Jan. 2024 Threshold/Indicator Maintenance Action Typical Maintenance Frequency Dead or diseased vegetation Remove dead or diseased vegetation, re- seed, re-plant, or re-establish vegetation per original plans. • Inspect monthly. • Maintain when needed. Overgrown vegetation Mow or trim as appropriate. • Inspect monthly. • Maintain when needed. 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 monthly. • Replenish mulch annually, or more frequently when needed based on inspection. Erosion due to concentrated irrigation flow Repair/re-seed/re-plant eroded areas and adjust the irrigation system. • Inspect monthly. • Maintain when needed. 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. • Maintain 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. 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 monthly and after every 0.5-inch or larger storm event. If standing water is observed, increase inspection frequency to after every 0.1-inch or larger storm event. • Maintain when needed. BF-1 Biofiltration E-122 Jan. 2024 Threshold/Indicator Maintenance Action Typical Maintenance Frequency 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. • Maintain when needed. Underdrain clogged Clear blockage. • Inspect if standing water is observed for longer than 24-96 hours following a storm event. • Maintain when needed. “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). SD-D Permeable Pavement (Site Design BMP) E-28 Jan. 2024 SD-D Permeable Pavement (Site Design BMP) Description Permeable pavement is pavement that allows for percolation through void spaces in the pavement surface into subsurface layers. Permeable pavements reduce runoff volumes and rates and can provide pollutant control via infiltration, filtration, sorption, sedimentation, and biodegradation processes. When used as a site design BMP, the subsurface layers are designed to provide storage of storm water runoff so that outflow rates can be controlled via infiltration into subgrade soils. Varying levels of storm water treatment and flow control can be provided depending on the size of the permeable pavement system relative to its drainage area and the underlying infiltration rates. As a site design BMP permeable pavement areas are designed to be self-retaining and are designed primarily for direct rainfall. Self- retaining permeable pavement areas have a ratio of total drainage area (including permeable pavement) to area of permeable pavement of 1.5:1 or less. Permeable pavement surfaces can be constructed from modular paver units or paver blocks, pervious concrete, porous asphalt, and turf pavers. Sites designed with permeable pavements can significantly reduce the impervious area of the project. Reduction in impervious surfaces decreases the DCV and can reduce the footprint of treatment control and flow control BMPs. MS4 Permit Category Site Design Manual Category Site Design Applicable Performance Standard Site Design Primary Benefits Photo Credit: San Diego Low Impact Development Design Manual Typical Permeable Pavement Components (Top to Bottom) Permeable surface layer Bedding layer for permeable surface Aggregate storage layer with optional underdrain(s) Optional final filter course layer over uncompacted existing subgrade E.4 SD-D Permeable Pavement (Site Design BMP) E-29 Jan. 2024 Design Adaptations for Project Goals Site design BMP to reduce impervious area and DCV. Permeable pavement without an underdrain or an impermeable liner can be used as a site design feature to reduce the impervious area of the site by replacing traditional pavements, including roadways, parking lots, emergency access lanes, sidewalks, trails and driveways. Design Criteria and Considerations Permeable Pavement (Site Design BMP) must meet the following design criteria. Deviations from the below criteria may be approved at the discretion of City Engineer if it is determined to be appropriate: Siting and Design Intent/Rationale □ For site design permeable pavement, the ratio of the total drainage area (including the permeable pavement) to the permeable pavement should not exceed 1.5:1. Higher ratios increase the potential for clogging. □ The structural section is in accordance with the manufacturer’s guidance and project soils engineering’s recommendations. Overflows and storm drain lines may still be required. Ensures that the permeable pavement facility can be designed to provide adequate drainage system. □ Use appropriate thickness for permeable surface layer for vehicular loading. Permeable concrete requires a 6-inch minimum surface layer of permeable concrete. Permeable asphalt requires a 1 ½ -inch minimum surface layer of permeable asphalt. Permeable pavers require a 2 3/8-inch minimum surface layer of permeable pavers or the manufacturer’s recommendations. □ Use appropriate thickness and material for bedding layer for vehicular loading. Permeable concrete requires 4 inches of crushed rock as a choker layer. Permeable asphalt requires a 3-inch minimum layer of crushed rock as a base course, and 4 inches of crushed rock as a choker layer. Permeable pavers require a 2-inch layer of crushed rock as a base course, and 4 inches of crushed rock as a choker layer. SD-D Permeable Pavement (Site Design BMP) E-30 Jan. 2024 Siting and Design Intent/Rationale □ No erodible areas drain on to permeable pavement. In addition, permeable pavement shall not be placed in an area with significant overhanging trees or other vegetation. Minimizes clogging. Sediment, leaves and organic debris can clog the pavement surface. □ Show system slope and direction of slope on plans. Ensures the system functions properly. Typically, the system is only suitable on flat slope. □ Show cross-section of system assembly with complete dimensions and detailing on plans. Ensures that the system gets constructed and functions properly. □ Specific maintenance program on plans – e.g., debris removal, vacuum sweeping twice per year, resetting pavers as needed. Ensures system remains permeable. □ Note on plans: “No sealant shall be applied to constructed Permeable surfaces.” The purpose is to allow stormwater to percolate through the permeable surfaces. □ When finish grade of the permeable pavement has a slope of 10% or less, bench subgrade to have a slope of 0%. Distance between steps is determined by the slope of the pavement to achieve a step no more than 12” tall. The manufacturer’s recommendations for permeable pavers may supersede the benching described above. Consult with fire prevention for surfacing requirements. Avoids concentrated flows downstream. □ Geotextile or filter course layer may be provided along perimeter. Geotextile or filter course layer can prevent natural soil from clogging aggregate voids. □ No impervious liners or moisture barriers. Infiltration of stormwater into native soils, if allowable, can aid in pollutant removal and groundwater recharge, mimicking natural drainage characteristics as similar to pervious surface. □ Natural soil beneath shall be well-draining with minimal compaction. Infiltration of stormwater into native soils, if allowable, can aid in pollutant removal and groundwater recharge, mimicking natural SD-D Permeable Pavement (Site Design BMP) E-31 Jan. 2024 Siting and Design Intent/Rationale drainage characteristics as similar to pervious surface. □ Concrete divider strip shall be provided between system and adjacent impervious materials and as edge restraints. Provides structural stability. □ Fire prevention must verify system is acceptable to support fire apparatus. Allows for a safe access in case of an emergency. □ System may not disturb underground utilities. Underground utilities have specific requirements and guidelines for clearances. □ Paver gaps, changes in elevation, and slopes must meet accessibility requirements if applicable. Provides accessibility and complies with ADA requirements if applicable. □ Permeable pavers are not to be used in areas of high traffic volume. Pavers are not intended to be used in areas of high traffic volume and areas where vehicular speed is excessive. Parking areas and low-speed access roads are examples of ideal applications. Conceptual Design and Sizing Approach for Site Design 1. Determine the areas where permeable pavements can be used in the site design to replace conventional pavements. 2. Stormwater runoff from pervious areas often contribute sediment and lead to clogging and increased maintenance requirements for pervious pavement, and should be avoided to the extent possible. Ideally, at least 90-percent of the area draining to pervious pavement shall be impervious, not including the permeable pavement area itself. Pretreatment and drainage area stabilization are options that City staff will consider for implementation where contributing drainage area is less than 90-percent impervious. 3. The wearing surface shall meet the latest ADA requirements. The wearing surface is the pavement material plus any required bedding layers under the surface and inside of the joints, in accordance with all applicable standard details, specifications and manufacturer recommendations as applicable. 4. Stormwater conveyance from all impervious areas including standard pavement shall, to the extent feasible, drain to permeable pavement as sheet flow. Otherwise pre-treatment for energy dissipation and sediment control may be required where any concentrated flow is directed onto pervious pavement. Level spreaders may be designed to convert concentrated flow to sheet flow into the pervious pavement facility. 5. When the ratio of total drainage area (including permeable pavement) to area of permeable SD-D Permeable Pavement (Site Design BMP) E-32 Jan. 2024 pavement is 1.5:1 or less and all other design requirements of this Fact Sheet are satisfied, a DMA is considered self-retaining for pollutant control only. A DMA cannot satisfy hydromodification management performance standards using permeable pavement as a Site Design BMP. Maintenance Overview Normal Expected Maintenance. Routine maintenance of permeable pavement includes: removal of materials such as trash and debris accumulated on the paving surface; vacuuming of the paving surface to prevent clogging; and flushing paving and subsurface gravel to remove fine sediment. If the BMP includes underdrains, check and clear underdrains. A summary table of standard inspection and maintenance indicators is provided within this Fact Sheet. Non-Standard Maintenance or BMP Failure. If the permeable pavement area is not drained between storm events, or if runoff sheet flows across the permeable pavement area and flows off the permeable pavement area during storm events, the BMP is not performing as intended to protect downstream waterways from pollution and/or erosion. During storm events up to the 85th percentile storm event (approximately 0.6 inch of rainfall in City of Carlsbad), runoff should not flow off the permeable pavement area. The permeable pavement area is expected to have adequate hydraulic conductivity and storage such that rainfall landing on the permeable pavement and runoff from the surrounding drainage area will go directly into the pavement without ponding or overflow (in properly designed systems, the surrounding drainage area is not more than half as large as the permeable pavement area). Following the storm event, there should be no standing water (puddles) on the permeable pavement area. If storm water is flowing off the permeable pavement during a storm event, or if there is standing water on the permeable pavement surface following a storm event, this is an indicator of clogging somewhere within the system. Poor drainage can result from clogging of the permeable surface layer, any of the subsurface components, or the subgrade soils. The specific cause of the drainage issue must be determined and corrected. Surface or subsurface ponding longer than approximately 96 hours following a storm event poses a risk of vector (mosquito) breeding. Corrective maintenance, increased inspection and maintenance, BMP replacement, or a different BMP type will be required. If poor drainage persists after flushing of the paving, subsurface gravel, and/or underdrain(s) when applicable, or if it is determined that the underlying soils do not have the infiltration capacity expected, the City Engineer shall be contacted prior to any additional repairs or reconstruction. Other Special Considerations. Site design BMPs, such as permeable pavement, installed within a new development or redevelopment project are components of an overall storm water management strategy for the project. The presence of site design BMPs within a project is usually a factor in the determination of the amount of runoff to be managed with structural BMPs (i.e., the amount of runoff expected to reach downstream retention or biofiltration basins that process storm water runoff from the project as a whole). When site design BMPs are not maintained or are removed, this can lead to SD-D Permeable Pavement (Site Design BMP) E-33 Jan. 2024 clogging or failure of downstream structural BMPs due to greater delivery of runoff and pollutants than intended for the structural BMP. Therefore, the City Engineer may require confirmation of maintenance of site design BMPs as part of their structural BMP maintenance documentation requirements. Site design BMPs that have been installed as part of the project should not be removed, nor should they be bypassed by re-routing roof drains or re-grading surfaces within the project. If changes are necessary, consult the City Engineer to determine requirements. The runoff storage and infiltration surface area in this BMP are not readily accessible because they are subsurface. This means that clogging and poor drainage are not easily corrected. If the tributary area draining to the BMP includes unpaved areas, the sediment load from the tributary drainage area can be too high, reducing BMP function or clogging the BMP. All unpaved areas within the tributary drainage area should be stabilized with vegetation. Other pretreatment components to prevent transport of sediment to the paving surface, such as grass buffer strips, will extend the life of the subsurface components and infiltration surface. Along with proper stabilization measures and pretreatment within the tributary area, routine maintenance, including preventive vacuum/regenerative air street sweeping, is key to preventing clogging. SD-D Permeable Pavement (Site Design BMP) E-34 Jan. 2024 Summary of Standard Inspection and Maintenance 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 Preventive vacuum/regenerative air street sweeping Pavement should be swept with a vacuum power or regenerative air street sweeper to maintain infiltration through paving surface • Schedule/perform this preventive action at least twice per year. Accumulation of sediment, litter, or debris on permeable pavement surface Remove and properly dispose of accumulated materials. Inspect tributary area for exposed soil or other sources of sediment and apply stabilization measures to sediment source areas. Apply source control measures as applicable to sources of litter or debris. • Inspect monthly and after every 0.5-inch or larger storm event. • Remove any accumulated materials found at each inspection. SD-D Permeable Pavement (Site Design BMP) E-35 Jan. 2024 Threshold/Indicator Maintenance Action Typical Maintenance Frequency Weeds growing on/through the permeable pavement surface Remove weeds and add features as necessary to prevent weed intrusion. Use non-chemical methods (e.g., instead of pesticides, control weeds using mechanical removal, physical barriers, and/or physical changes in the surrounding area adjacent to pavement that will preclude weed intrusion into the pavement). • Inspect monthly. • Remove any weeds found at each inspection. Standing water in permeable paving area following a storm event, or runoff is observed overflowing off the permeable paving surface during a storm event This condition requires investigation of why infiltration is not occurring. If feasible, corrective action shall be taken to restore infiltration (e.g., pavement should be swept with a vacuum power or regenerative air street sweeper to restore infiltration rates, clear underdrains if underdrains are present). BMP may require retrofit if infiltration cannot be restored. The City Engineer shall be contacted prior to any repairs or reconstruction. • Inspect monthly and after every 0.5-inch or larger storm event. If standing water is observed, increase inspection frequency to after every 0.1-inch or larger storm event. • Maintain when needed. SD-D Permeable Pavement (Site Design BMP) E-36 Jan. 2024 Threshold/Indicator Maintenance Action Typical Maintenance Frequency 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 because the underlying soils do not have the infiltration capacity expected, 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. • Maintain when needed. Damage to permeable paving surface (e.g., cracks, settlement, misaligned paver blocks, void spaces between paver blocks need fill materials replenished) Repair or replace damaged surface as appropriate. • Inspect annually. • Maintain when needed. SD-A Tree Well E-3 Jan. 2024 SD-A Tree Well (Source: County of San Diego LID Manual – EOA, Inc.) Description Trees planted to intercept rainfall and runoff as described in this fact sheet may be used as storm water management measures to provide runoff reduction of the DCV per Appendix B.1.4. Additional benefits associated with tree wells, include energy conservation, air quality improvement, and aesthetic enhancement. Tree wells located in the City’s Right-of-Way are subject to the discretion of City Engineer and Parks and Recreation Director. Typical storm water management benefits associated with trees include: • Treatment of storm water – Storm water from impervious area should be directed to the tree wells. Trees provide treatment through uptake of nutrients and other storm water pollutants (phytoremediation) and support of other biological processes that break down pollutants • Interception of rainfall – tree surfaces (roots, foliage, bark, and branches) intercept, evaporate, store, or convey precipitation to the soil before it reaches surrounding impervious surfaces • Reduced erosion – trees protect denuded area by intercepting or reducing the velocity of rain drops as they fall through the tree canopy • Increased infiltration – soil conditions created by roots and fallen leaves promote infiltration MS4 Permit Category Site Design Retention Manual Category Site Design Infiltration Applicable Performance Standard Site Design Pollutant Control Flow Control Primary Benefits Volume Reduction E.1 SD-A Tree Well E-4 Jan. 2024 Typical tree well system components include: • Directing runoff from impervious areas through a drainage opening into a tree well planting area. • Trees of the appropriate species for site conditions and constraints. Refer to the Plant List fact sheet (Appendix E.21). • Available soil media reservoir volume based on mature tree size, soil type, water availability, surrounding land uses, and project goals • Optional suspended pavement design to provide structural support for adjacent pavement without requiring compaction of underlying layers • Optional root barrier devices as needed; a root barrier is a device installed in the ground, between a tree and the sidewalk or other structures, intended to guide roots down and away from the sidewalk or structures in order to prevent damage from tree roots. • Optional tree grates; to be considered to maximize available space for pedestrian circulation and to protect tree roots from compaction related to pedestrian circulation; tree grates are typically made up of porous material that will allow the runoff to soak through. • Optional shallow surface depression for ponding of excess runoff • Optional planter box underdrain Design Adaptations for Project Goals Site design BMP to provide incidental treatment. Tree wells primarily functions as site design BMPs for incidental treatment. Storm water pollutant control BMP to provide treatment. Project proponents are allowed to design tree wells to reduce the volume of stormwater runoff that requires treatment, (the Design Capture Volume [DCV]), or completely fulfill the pollutant control BMP requirements by retaining the entire DCV. Benefits from tree wells are accounted for by using the volume reduction values in Table B.1-3 presented in Appendix B. This credit can apply to other trees that are used for landscaping purposes that meet the same criteria. Project proponents are required to provide calculations supporting the amount of credit claimed from implementing trees within the project footprint. Tree wells designed to completely fulfill the pollutant control BMP requirements by retaining the entire Schematic of Tree Well RUNOFF ~ PAVEMENT SECTION 'I' 't' V V 'I' 'I' 't' '¥ ii "V 'I' 'I' 't' 'I' V '+' '+' 'f '+' V 'I' 'I' NATIVE SOIL V 'I' V V 'ii 'I' 'I' II' +' 'II 'I' 'I' 't' 'I' V '+' 'I' '¥ '+' Y'VV'i'V'l''l''I' • • • OPTIONAL v • v BARRIER SURFACE 0 0 0 000000 0 000000000000000 0 0 O O O 0 000000000000000 00000 ooo ooo 0000 00000 o o o o o o o o TREE WELL SOIL o o o o o o o o o o 0 0 O 000000000000000 a O o o o o o o a o OPTIONAL o o o o o O o O o o o o o o o o o o o o o o 0 UNOERDRAIN o o 0000000000 0 ooo ooo 0 0 0 0 0 SD-A Tree Well E-5 Jan. 2024 DCV are designated as SSD-BMPs and located in Appendix I. Flow Control BMP to meet hydromodification requirements. Project proponents are also allowed to design tree wells as a flow control BMP. Benefits from tree wells are accounted for by using the DCV multipliers listed in Appendix I. Project proponents are required to provide calculations showing that the entire DCV including the DCV multiplier is retained. Design Criteria and Considerations Tree Wells, whether designed as Site Design BMPs, as Stormwater Pollutant Control BMP, or as a Flow Control BMP must meet the following design criteria and considerations, and if placed in the right-of-way must be consistent with the County of San Diego Green Streets Standard Drawings. Deviations from the below criteria may be approved at the discretion of the City Engineer if it is determined to be appropriate: Siting and Design Intent/Rationale □ Tree species is appropriately chosen for the development (private or public). For public rights-of-ways, city planning guidelines and zoning provisions for the permissible species and placement of trees are consulted. A list of trees appropriate for site design are provided in Appendix E.21 Proper tree placement and species selection minimizes problems such as pavement damage by surface roots and poor growth. □ Tree well placement: ensure area is graded; and the well is located so that full amount of DCV reduction drains to well. Minimizes short-circuiting of run off and assures DCV reductions are retained onsite. □ Location of trees planted along public streets follows city requirements and guidelines. Vehicle and pedestrian line of sight are considered in tree selection and placement. Location of trees planted within private development follows city landscape guidelines. Building setbacks, utility alignments, vehicle and pedestrian line of sight are considered in tree selection and placement. Unless otherwise approved by the City Engineer the following minimum tree separation distance is followed Roadway safety for both vehicular and pedestrian traffic is a key consideration for placement along public streets. SD-A Tree Well E-6 Jan. 2024 Siting and Design Intent/Rationale Improvement Minimum distance to Tree Well Traffic Signal, Stop sign 20 feet Underground Utility lines (except sewer) 5 feet Sewer Lines 10 feet Above ground utility structures (Transformers, Hydrants, Utility poles, etc.) 10 feet Driveways 10 feet Intersections (intersecting curb lines of two streets) 25 feet □ Underground utilities and overhead wires are considered in the design and avoided or circumvented. Underground utilities are routed around or through the planter in suspended pavement applications. All underground utilities are protected from water and root penetration. Tree growth can damage utilities and overhead wires resulting in service interruptions. Protecting utilities routed through the planter prevents damage and service interruptions. □ Suspended pavement is used for confined Tree Well soil volume. Suspended pavement design was developed where appropriate to minimize soil compaction and improve infiltration and filtration capabilities. Suspended pavement was constructed with an approved structural cell. Suspended pavement designs provide structural support without compaction of the underlying layers, thereby promoting tree growth. Recommended structural cells include poured in place concrete columns, Silva Cells manufactured by Deeproot Green Infrastructures and Stratacell and Stratavault systems manufactured by Citygreen Systems or approved equal. Suspended pavement shall not be used within the city’s right-of-way and easements. □ A minimum soil volume of 2 cubic feet per square foot of canopy projection volume is provided for each tree. Canopy projection area The minimum soil volume ensures that there is adequate storage volume to allow for unrestricted evapotranspiration and infiltration. SD-A Tree Well E-7 Jan. 2024 Siting and Design Intent/Rationale is the ground area beneath the tree, measured at the drip line. Soil volume must be within 1.5 times the mature tree canopy radius. Soil depth shall be a minimum of 30 inches deep, preferably 36 inches deep. When placing tree well next to curbs or other structures use Structural Soil as outlined in the section below titled “Confined Tree Well Soil Volume”. Use Amended Soil per Fact Sheet SD-F in all other cases. □ DCV from the tributary area draining to the tree is equal to or greater than the tree credit volume The minimum tributary area ensures that the tree receives enough runoff to fully utilize the infiltration and evapotranspiration potential provided. In cases where the minimum tributary area is not provided, the tree credit volume must be reduced proportionately to the actual tributary area. □ Inlet opening to the tree that is at least 18 inches wide. A minimum 2 inch drop in grade from the inlet to the finish grade of the tree. Grated inlets are allowed for pedestrian circulation. Grates need to be ADA compliant and have sufficient slip resistance. Design requirement to ensure that the runoff from the tributary area is not bypassed. Different inlet openings and drops in grade may be allowed at the discretion of the City Engineer if calculations are shown that the diversion flow rate (Appendix B.4.4) from the tributary area can be conveyed to the tree. In cases where the inlet capacity is limiting the amount of runoff draining to the tree, the tree credit volume must be reduced proportionately. Conceptual Design and Sizing Approach for Site Design Determine the areas where tree wells can be used in the site design to achieve incidental treatment. Tree wells reduce runoff volumes from the site. Refer to Appendix B.1. Document the proposed tree locations in the SWQMP. For conceptual design and sizing approach for pollutant control and flow control, refer to Appendix I. SD-A Tree Well E-8 Jan. 2024 Tree Planting Design in New or Reconstructed Streetscapes 1. Maximized open soil area for tree planting is the most cost effective method of achieving the required soil volume. 2. Tree wells within sidewalks shall have a minimum open area of four feet wide by six feet long. Larger areas may be required to accommodate large root balls. 3. Tree well soil characteristics shall meet the requirements of SD-F Amended Soil. Structural Requirements for Confined Tree Well Soil Volume In order to provide adequate soil volume for tree wells, soils may be placed confined beneath adjacent paved surfaces. Acceptable soil systems capable of carrying D-50 loading include structural soils, structural slabs, and structural cells: 1. Structural soil systems include CU-StructuralSoilTM, Stalite Structural Soil, or equivalent. 2. Suspended pavements that allow uncompacted growing soil beneath the sidewalk include; structural slabs that span between structural supports, structural cells, and other commercially available structural systems. Manufacturer details and certification must be provided for commercial systems. Structural calculations and details must be provided for structural slab installations. Structural cells are commercially-available structural systems placed subsurface that support the sidewalk and are filled with amended soil (SD-F). Manufacturer details and certification must be provided for commercial systems. Suspended pavement shall not be used within the city’s right-of-way and easements. Stormwater Retention and Treatment Volume Tree wells with expanded soil volume will serve as a method of capturing and retaining the required volume of stormwater in accordance with City requirements in Appendix B of this manual. These facilities can be designed to meet the City requirements when surface ponding volume is provided, whether designed as an enclosed plant bed with covered soil volume, or a continuous open area (either mulched or with turf) with soil volume under the adjacent sidewalk. Maintenance Overview Normal Expected Maintenance. Tree health shall be maintained as part of normal landscape maintenance. Additionally, ensure that storm water runoff can be conveyed into the tree well as designed. That is, the opening that allows storm water runoff to flow into the tree well (e.g., a curb opening, tree grate, or surface depression) shall not be blocked, filled, re-graded, or otherwise changed in a manner that prevents storm water from draining into the tree well. A summary table of standard inspection and maintenance indicators is provided within this Fact Sheet. Non-Standard Maintenance or BMP Failure. Trees wells are site design BMPs that normally do not require maintenance actions beyond routine landscape maintenance. The normal expected SD-A Tree Well E-9 Jan. 2024 maintenance described above ensures the BMP functionality. If changes have been made to the tree well entrance / opening such that runoff is prevented from draining into the tree well (e.g., a curb inlet opening is blocked by debris or a grate is clogged causing runoff to flow around instead of into the tree well, or a surface depression has been filled so runoff flows away from the tree well), the BMP is not performing as intended to protect downstream waterways from pollution and/or erosion. Corrective maintenance will be required to restore drainage into the tree well as designed. Surface ponding of runoff directed into tree wells is expected to infiltrate/evapotranspire within 24- 96 hours following a storm event. 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 or compaction of the soils surrounding the tree. Loosen or replace the soils to restore drainage. Other Special Considerations. Site design BMPs, such as tree wells, installed within a new development or redevelopment project are components of an overall storm water management strategy for the project. The presence of site design BMPs within a project is usually a factor in the determination of the amount of runoff to be managed with structural BMPs (i.e., the amount of runoff expected to reach downstream retention or biofiltration basins that process storm water runoff from the project as a whole). When site design BMPs are not maintained or are removed, this can lead to clogging or failure of downstream structural BMPs due to greater delivery of runoff and pollutants than intended for the structural BMP. Therefore, the City Engineer may require confirmation of maintenance of site design BMPs as part of their structural BMP maintenance documentation requirements. Site design BMPs that have been installed as part of the project should not be removed, nor should they be bypassed by re-routing roof drains or re-grading surfaces within the project. If changes are necessary, consult the City Engineer to determine requirements. SD-A Tree Well E-10 Jan. 2024 Summary of Standard Inspection and Maintenance 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 Tree health Routine actions as necessary to maintain tree health. • Inspect monthly. • Maintain when needed. Dead or diseased tree Remove dead or diseased tree. Replace per original plans. • Inspect monthly. • Maintain when needed. Standing water in tree well for longer than 24 hours following a storm event Surface ponding longer than approximately 24 hours following a storm event may be detrimental to tree health Loosen or replace soils surrounding the tree to restore drainage. • Inspect monthly and after every 0.5-inch or larger storm event. If standing water is observed, increase inspection frequency to after every 0.1-inch or larger storm event. • Maintain when needed. Presence of mosquitos/larvae For images of egg rafts, larva, pupa, and adult mosquitos, see http://www.mosquito.org/biology Disperse any standing water from the tree well to nearby landscaping. Loosen or replace soils surrounding the tree to restore drainage (and prevent standing water). • 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. • Maintain when needed SD-A Tree Well E-11 Jan. 2024 Threshold/Indicator Maintenance Action Typical Maintenance Frequency Entrance / opening to the tree well is blocked such that storm water will not drain into the tree well (e.g., a curb inlet opening is blocked by debris or a grate is clogged causing runoff to flow around instead of into the tree well; or a surface depression is filled such that runoff drains away from the tree well) Make repairs as appropriate to restore drainage into the tree well. • Inspect monthly. • Maintain when needed. 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) Included 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. Exhibit showing project drainage boundaries marked on WMAA Critical Coarse Sediment Yield Area Map (Required) Optional analyses for Critical Coarse Sediment Yield Area Determination 6.2.1 Verification of Geomorphic Landscape Units Onsite 6.2.2 Downstream Systems Sensitivity to Coarse Sediment 6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite Attachment 2c Geomorphic Assessment of Receiving Channels (Optional) See Section 6.3.4 of the BMP Design Manual. 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 Included X J:\ACTIVE JOBS\4052 RINCON-270 JUNIPER\CIVIL\REPORTS\SWQMP\Attachments\Attachment 2 - Flow Control CCSYA PROJECT SITE PLAN VIEW - CCSYA EXHIBIT NOT TO SCALE Design Infiltration (in/hr)Design Infiltration (cfs)Vaul Area (sf)Vault Volume (cf)Drawdown (sec)Drawdown (hr) 0.42 9.72222E-06 1,304 6,090 480368 133 VAULT V1 DRAWDOWN CALCULATION Surface Volume Drawdown Calculation for Tree Well BMP 15 Project Name JUNIPER COAST HOMES Project No 4052 Surface Drawdown Time: 21.4 hr Surface Area 26.25 sq ft Surface Volume (See Calc Below) 19.6875 cu ft Surface Ponding 0.75 ft Infiltration underlying soil (Design)0.420 in/hr Q soil 0.00026 cfs Total Qout 0.000255 cfs VECTOR CONTROL PLAN FOR FOR JUNIPER COAST HOMES 270 JUNIPER AVENUE APN: 204-240-22 CT 2023-0005 / PUD 2023-0007 / CDP 2023-0058 DWG 551-3 / DWG 551-3A GR2025-0001 / IMP2025-0001 CITY OF CARLSBAD, CA PREPARED FOR: TOLL WEST COAST LLC 350 COMMERCE, SUITE 200 IRVINE, CA 92602 PH: (714) 347-1375 PREPARED BY: PASCO LARET SUITER & ASSOCIATES, INC. 1911 SAN DIEGO AVENUE SAN DIEGO, CA 92110 PH: (858) 259-8212 Prepared: October 2025 __________________________________________________ TYLER G. LAWSON, RCE 80356 DATE 10/25/25 No. 80356 PLSA 4052 TABLE OF CONTENTS SECTION Introduction 1.0 Purpose 1.1 Project Description 1.2 Environmental Setting / Existing Conditions 1.3 Vector Management 2.0 Management Practices 2.1 Education 2.3 Long Term Maintenance 3.0 Summary of Mitigation Measures 4.0 References 5.0 List of Persons and Organizations Contacted 6.0 Signatures 7.0 PLSA 4052 Page 1 of 5 1.0 INTRODUCTION 1.1 Purpose The Vector Control Plan has been prepared as a guide to minimize the effect of vectors such as mosquitoes for the proposed multi-family developments for Juniper Coast Homes. According to Section 6.3.7 of the City of Carlsbad BMP Design Manual, the maximum recommended draw downtime is 96 hours. This plan outlines maintenance, procedures, and best management practices to follow to reduce the impact of vectors due to anticipated drawdown time of the proposed underground storage vault while also complying with local and state regulations. 1.2 Project Description The subject property is approximately 0.869 acres and is located along the northern side Juniper Avenue, east of Garfield Street. The site is zoned Residential 3 (R-3) for single- family detached residential units. The project proposes to demolish all existing onsite improvements for the construction of 21 new multi-family units across the 0.869 acre-site. The project also proposes miscellaneous surface, grading and utility improvements, including a private storm drain to collect stormwater runoff, raised planter BMPs and subterranean Prinsco detention vault. The onsite 1,304 square foot, subterranean Prinsco detention vault provides pollutant control as well as mitigation of the 100-year, 6- hour storm event peak flow rate. The detention vault will serve to capture and detain storm water for infiltration into the soil layer below. The detention vault is made up of storm chambers and gavel backfill that is wrapped in a geotextile fabric with impervious liners along the sides with an open bottom to allow for infiltration. The detention vault is 10.33 feet in height from the bottom of the gravel layer at elevation 40.17 and will be approximately three feet below the proposed finished grade. During the 100 year, 6-hour storm event the vault will fill up to a maximum height of 9.14 feet from the bottom of the gravel layer resulting in approximately 1-ft of freeboard in the vault. All runoff entering the vault is collected by storm drain inlets or the proposed onsite pervious pavers that tie into the private onsite storm drain system. During water quality storm events, the entire Design Capture Volume (DCV) generated onsite will drawdown in under 96. However, while detaining runoff generated from the 100-year, 6 hour peak storm event, the subterranean storage vault has a drawdown time of approximately 133 hours. PLSA 4052 Page 2 of 5 Exhibit 1: Project Vicinity Map 1.3 Environmental Setting / Existing Conditions As mentioned earlier, the subject property is located along the north side of Juniper Avenue, east of Garfield Street in the City of Carlsbad (APN: 204-240-22). The site is bound by single-family residential developments to the north, east and west. The existing site consists of a single-family residence with vegetation and minimal surface improvements. The site is located within the Agua Hedionda Lagoon Sub-Area within the Carlsbad Watershed (904.51). VICINITY MAP N.T.S. PLSA 4052 Page 3 of 5 The existing site has two drainage basins, the majority of runoff does not leave the site and infiltrates at the low point of the site in the northwest corner of the site the remain portion of runoff sheet flows to Juniper Avenue. Runoff that sheet flows to Juniper Avenue enters the existing storm drain system before continuing down stream to the east out letting at the railroad tracks to continue to south to Agua Hedionda Lagoon and ultimately discharging in the Pacific Ocean. 2.0 VECTOR MANAGEMENT 2.1 Management Practices As mentioned in section 1.2 the detention vault is subterranean, approximately three feet below the proposed finished surface. As such, there is no surface ponding component of the vault and no surface drawdown concerns. Vector management practices will focus on the standing water within the Prinsco detention vault. The contractor hired to construct the Prinsco detention vault shall ensure the health and safety of the public by: • Completely sealing structures by constructing the Prinsco detention vault cleanouts with maximum allowable gaps or holes less than 1/16 of an inch to prevent entry of adult mosquitoes. • Constructing the cleanout lids so they can be removed for inspection and monitoring of mosquitoes. • Prinsco detention vaults have been designed to allow for easy dewatering operations for each unit, if necessary. The Prinsco vault is within the hammerhead turn around and is designed for maintenance and inspection without having to enter the system. The maintenance team hired by Juniper Coast Homes’ Homeowner Association shall ensure the health and safety of the public by: • Monitoring the outlet structure adjacent to the subterranean detention vault and cleanouts on the detention vault to observe any standing water conditions. • Inspecting the subterranean detention vault following major rain events. 2.2 Education The Homeowners association of Juniper Coast Homes will be responsible for educating the hired maintenance team in the proper vector management practices conforming with the County Department of Environmental Health (DEH) vector control measures and to minimize or avoid the potential for vector breeding to occur onsite. PLSA 4052 Page 4 of 5 3.0 LONG-TERM MAINTENANCE Long-term maintenance by the hired maintenance team will include routine maintenance of the subterranean detention vault. The maintenance procedure should be followed as outlined in the Storm Water Quality Management Plan for the Juniper Coast Homes development. Additionally, the maintenance team should inspect the basin and the drainage facilities following major rain events. The Juniper Coast Homeowner’s Association will ensure the long-term maintenance and management of all onsite storm water facilities. 4.0 SUMMARY OF MITIGATION MEASURE TO MINIMIZE VECTORS As described in section 1 of this report the basin’s surface drawn down is less than 36 hours but the 133-hour drawdown time generated by the subterranean Prinsco detention vault is greater than the 96 hour minimum for vector control. In order to prevent adult mosquitoes from entering the detention vault the contractor will make sure they are properly sealed. The contractor will also construct the dry wells so they can be accessible to the hired maintenance team. Lastly, the maintenance team will make sure the facility is draining properly and will inspect the detention vault as necessary. 5.0 REFERENCES County of San Diego, Guidelines for Determining Significance and Report Format and Content Requirements – Vectors, July 2007. Accessed October 2022. https://www.sandiegocounty.gov/content/dam/sdc/pds/docs/vector_guidelines.pdf County of San Diego. Department of Environmental Health. Website. Accessed October 2022. https://www.sandiegocounty.gov/deh/ 6.0 LIST OF PERSONS AND ORGANIZATION CONTACTED Toll West Coast LLC, Developer Juniper Coast Homes Homeowner’s Association County of San Diego, Department of Environmental Health PLSA 4052 Page 5 of 5 7.0 SIGNATURES The measure identified herein are considered part of the proposed project design and will be carried out as part of project implementation. I will permit the County of San Diego, Vector Surveillance and Control program to enforce this document as needed. Property Owner_________________________________ Project Applicant_________________________________ Docusign Envelope ID: C024982F-09F5-4290-83E2-A0B5FCBE1D0E HYDROSTOR HS290 STORMWATER CHAMBER SYSTEM STORMWATER CHAMBER SPECIFICATIONS 1. CHAMBERS SHALL BE HYDROSTOR HS290 OR APPROVED EQUIVALENT. 2. CHAMBERS SHALL BE MADE FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS. 3. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORT PANELS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 4. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 5. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-12, “STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS.” 6. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. THE CHAMBER MANUFACTURER SHALL SUBMIT THE FOLLOWING UPON REQUEST TO THE SITE DESIGN ENGINEER FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE: A. A STRUCTURAL EVALUATION SEALED BY A REGISTERED PROFESSIONAL ENGINEER THAT DEMONSTRATES THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY AASHTO FOR THERMOPLASTIC PIPE. B. A STRUCTURAL EVALUATION SEAL BY A REGISTERED PROFESSIONAL ENGINEER THAT DEMONSTRATES THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET. THE 50 YEAR CREEP MODULUS DATA SPECIFIED IN ASTM F2418 MUST BE USED AS PART OF THE AASHTO STRUCTURAL EVALUATION TO CERTIFY LONG-TERM PERFORMANCE. C. STRUCTURAL CROSS SECTION DETAIL ON WHICH THE STRUCTURAL EVALUATION IS BASED. 7. CHAMBERS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. THE UNDERSIGNED HEREBY APPROVES THE ATTACHED ( ) PAGES CUSTOMER DATE NOTES: 1. PRIOR TO BEGINNING INSTALLATION OF HYDROSTOR STORMWATER CHAMBERS, A PRECONSTRUCTION MEETING SHALL BE HELD WITH A PRINSCO REPRESENTATIVE AND THE INSTALLERS. 2. HYDROSTOR STORMWATER CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE PRINSCO “HYDROSTOR CONSTRUCTION GUIDE.” 3. HYDROSTOR STORMWATER CHAMBERS SHALL NOT BE INSTALLED ON WET OR UNSTABLE FOUNDATION OR SUBGRADE. FOUNDATION STONE MUST BE LEVEL AND COMPACTED. 4. PRINSCO RECOMMENDS PRETREATMENT OF STORMWATER RUNOFF USING A PRINSCO STORMWATER QUALITY UNIT AND/OR A SEDIMENT ROW. 5. MAINTAIN MINIMUM SPACING OF 8.5" (SPECIFICALLY HS290) BETWEEN CHAMBERS. 6. CONSTRUCTION EQUIPMENT SHALL NOT BE SITUATED ATOP THE CHAMBERS UNTIL SUFFICIENT COVER HAS BEEN ACHIEVED. DUMP TRUCKS, RUBBER TIRE LOADERS, EXCAVATORS, WHEEL OR ROLLER LOADS ARE NOT ALLOWED UNTIL PROPER FILL HEIGHTS HAVE BEEN ACHIEVED. REFER TO PRINSCO “HYDROSTOR CONSTRUCTION GUIDE” FOR SPECIFIC LOADING CRITERIA. 7. EMBEDMENT BACKFILL MUST BE PLACED USING THE FOLLOWING METHODS ONLY: ·BACKFILL WITH AN EXCAVATOR LOCATED OUTSIDE THE EXCAVATION ·BACKFILL WITH A STONE SHOOTER LOCATED OUTSIDE THE EXCAVATION ·BACKFILL AS ROWS ARE BUILT WITH AN EXCAVATOR ON THE SUBGRADE OR FOUNDATION STONE 8. EMBEDMENT BACKFILL SHALL NOT BE PLACED USING THE “DUMP AND PUSH” METHOD. THIS MAY CAUSE DAMAGE TO THE CHAMBERS, WILL RESULT IN IMPROPER INSTALLATION AND WILL VOID THE PRINSCO STANDARD WARRANTY. 9. ONCE SUFFICIENT COVER IS ACHIEVED (12” FOR HS290), GRADING MAY COMMENCE WITH A SMALL DOZER OR SKID LOADER (LESS THAN 4.5 PSI GROUND PRESSURE). EQUIPMENT SHALL ALWAYS TRAVEL PARALLEL TO CHAMBER ROWS. SEE PRINSCO “HYDROSTOR CONSTRUCTION GUIDE” FOR SPECIFIC LOADING CRITERIA. PROJECT INFORMATION: ·PROJECT NUMBER: ·PRINSCO SALES CONTACT: ·ENGINEER: ·CONTRACTOR: ·DISTRIBUTOR: Doug Berg: 323-680-8459 24-510 ---- ---- ---- 8 JUNIPER COAST HOMES CARLSBAD, CA RINSCOP R SMwater management solutions Refer to plan set for construction details. Shown heron for reference only. 11--11 THIS DETAIL DEPICTS RECOMMENDED INSTALLATION PRACTICES AND IS NOT INTENDED TO SUPERSEDE ANY NATIONAL, STATE OR LOCAL SPECIFICATIONS. PRINSCO BEARS NO RESPONSIBILITY FOR ANY ALTERATIONS, REVISION AND/OR DEVIATION FROM THIS STANDARD DETAIL. PRINSCO HAS NOT PERFORMED ANY ENGINEERING OR DESIGN SERVICE FOR THIS PROJECT. THE DESIGN ENGINEER SHALL REVIEW THESE DETAILS PRIOR TO CONSTRUCTION TO VERIFY SUITABILITY. © PRINSCO, INC. NTS DRAWN BY:DATE: SHEET: DRAWING NUMBER: SCALE: REV:TITLE: CHECKED BY:PRINSCO SALES CONTACT: JUNIPER COAST HOMES CARLSBAD, CA 24-510 M ZWC TJW 2 Doug Berg: 323-680-8459 OF1 01-Aug-25 12" GOLDFLO BOTTOM OF CHAMBER BILL OF MATERIALS PART DESCRIPTION QTY.PART DESCRIPTION QTY. A1 HYDROSTOR HS290 CHAMBER (HS290C)18 A2 HYDROSTOR HS290 END CAP (HS290E)2 A3 HYDROSTOR HS290 END CAP w/ 24" CORED HOLE BOTTOM (HS290E-24HB)1 A4 24GF20NP-WT (FIELD CUT PIPE FOR MANIFOLD)20' A5 HYDROSTOR HS290 END CAP w/ 18" CORED HOLE TOP (HS290E-18HT)2 A6 18" GOLDFLO TEE (T18-GF)1 A7 18" GOLDFLO 90° ELBOW (E18-902P-GF)1 A8 18" SPLIT COUPLER (SC18-BM)5 A9 18GF20NP-WT (FIELD CUT PIPE FOR MANIFOLD)40' A10 12GF20NP-WT (FIELD CUT PIPE FOR MANIFOLD)20' A11 HYDROSTOR HS290 END CAP w/ 12" CORED HOLE BOTTOM (HS290E-12HB)1 SYSTEM INCLUDES ADDITIONAL STONE. SEE ELEVATION TABLE FOR MORE INFORMATION INLET STRUCTURE (PROVIDED BY OTHERS) OUTLET STRUCTURE (PROVIDED BY OTHERS) 1717 16TH ST. NE WILLMAR, MN 56201 www.prinsco.comRINSCOP R SMwater management solutions PRINSCO'S FOUNDATION DESIGN ASSUMES 4.4 KSF SOIL BEARING CAPACITY DUE TO UNKNOWN SITE SPECIFIC CONDITIONS. FOUNDATION STONE DEPTH REQUIREMENTS TO BE DETERMINED BY PROJECT ENGINEER BASED ON SOIL BEARING CAPACITY AND COVER HEIGHTS PER PRINSCO DESIGN GUIDE FOUNDATION REQUIREMENTS. SEDIMENT ROW4" INSPECTION PORT 24" GOLDFLO BOTTOM OF CHAMBER 18" GOLDFLO TOP OF CHAMBER SCOUR PROTECTION 12" OUTLET INV. 52.35 32'-10" 39'-8" lYPICAL ELEVATIONS -HS290 BEDS !hi M'IXMJMN.LOW/lB..E GRl>QE [fOPOF PAVEMEr,/f/U,JPA\£D): 57.46 MI\IWU.,ALLOW/tlLE GRADE (UI\IOAVED WITH TRAFFIC): 51.96 t---1---------------------+---+---+--------------------+----1 MI\IMLMALLOW/tlLEGRADE (UI\IOAVED r-Kl TRAFFIC): 51.46 MI\IMLMALLOW/tlLE GRADE (BASE OF FLEXIBLE PAVEMENT): 51.46 MI\IMLMALLOW/tlLE GRADE [fOP OF RBNFORCED CONCRETE PAVEMBNT): 51.46 TOP OF srol\lE (MN): 50.46 1---1---------------------+---+---+--------------------+----I TOPOF CHAMEER: 49.46 18"TOP OF CHAMEBR (NVERT) 47 27 t---t---------------------+---+---+--------------------+----1 24"BOTTOMOF CH/lMlBR (NVBRT): 44.76 12"BOTTOMOF CH/lMlBR (NVBRT): 44.68 1---1---------------------+---+---+--------------------+----1 BOTTOM OF CHAMEER (MN): 44.50 ·BOTTOM OF FOUt-OATKJN STOI\IE: 40.17 ·BOTTOM OF FOUt-OATKJN STOI\IE NCLUDESANADDITKJNAI. 43"(3.58 FEET) STONE PROPOSED SYSTEM LAYOUT HS290 INSTALLBD SYSTEM VOLUME (fr): INSTALLBD SYSTEMFOOTPRlr,/f (ft'): SYSTEM PBRIMETBR (ft): TOTAL CHAMEERS: TOTAL BND CftPS: STONE REQLIRBD ()<!'): NON-WOVBN GEOTEXTILE ()'l'): WOVBN GEOTEXTILE ()'l') 6,724 1,304 145 18 6 413 547 63 THIS DETAIL DEPICTS RECOMMENDED INSTALLATION PRACTICES AND IS NOT INTENDED TO SUPERSEDE ANY NATIONAL, STATE OR LOCAL SPECIFICATIONS. PRINSCO BEARS NO RESPONSIBILITY FOR ANY ALTERATIONS, REVISION AND/OR DEVIATION FROM THIS STANDARD DETAIL. PRINSCO HAS NOT PERFORMED ANY ENGINEERING OR DESIGN SERVICE FOR THIS PROJECT. THE DESIGN ENGINEER SHALL REVIEW THESE DETAILS PRIOR TO CONSTRUCTION TO VERIFY SUITABILITY. © PRINSCO, INC. NTS DRAWN BY:DATE: SHEET: DRAWING NUMBER: SCALE: REV:TITLE: CHECKED BY:PRINSCO SALES CONTACT: JUNIPER COAST HOMES CARLSBAD, CA 24-510 M ZWC TJW 2 Doug Berg: 323-680-8459 OF2 01-Aug-25 OVERLAY 1717 16TH ST. NE WILLMAR, MN 56201 www.prinsco.comRINSCOP R SMwater management solutions ~ ....._. "'+ 4 .9 4.2 -- 58.2 TW 57.2 TW@FG .7BW 86SFBMP PLANTER #13; 57.2 FG UNIT 15 58.2 TW 57.2 TW@FG FF= 54.9 53.BBW PAD= 54.2 54.BFS _,...--......... __ ~y---- 1954.2RIM 49.65IE 55.5 TlM FG 54.2 BW@FG 52.0 TF H= 1.3' 56.0TW- (55.5 TW@FG) 52.8BW@FG -.J < 52.8FG .,,I ---- UNIT 16 FF= 53.5 PAD= 52.8 T IN 1952.8 RIM 48.BIE - t ........ ........ ........ UNIT 1 FF= 53 PAD= 5 53.4 FS 6.INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE A GRANULAR, WELL GRADED SOIL WITH LESS THAN 35% FINES OR AASHTO M43 SIZES (3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10). MOST PAVEMENT SUBBASE MATERIALS FALL WITHIN THIS GRADING CRITERIA. INITIAL BACKFILL SHALL EXTEND FROM TOP OF EMBEDMENT BACKFILL TO NOT LESS THAN 24 INCHES (600 mm) ABOVE THE TOP OF THE CHAMBER. COMPACT TO A MINIMUM OF 95% STANDARD PROCTOR DENSITY. 7.FINAL BACKFILL: SUITABLE MATERIALS SHALL BE ANY SOIL DIRECTED BY THE ENGINEER. FINAL BACKFILL SHALL EXTEND FROM TOP OF INITIAL BACKFILL TO NO MORE THAN 8 FEET (2.44 m) ABOVE THE TOP OF THE CHAMBER. COMPACTION LEVELS SHOULD FOLLOW ENGINEERS RECOMMENDATIONS. 8.MINIMUM COVER: FOR TRAFFIC APPLICATIONS A MINIMUM COVER OF 24 INCHES (600 mm) IS REQUIRED, MEASURED FROM THE TOP OF THE CHAMBER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR TO THE TOP OF RIGID PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING MAY OCCUR, INCREASE COVER TO 30 INCHES (750 mm) FOR H-20 LOADING. ADDITIONAL COVER MAY BE REQUIRED FOR CONSTRUCTION LOADS. 9.MAXIMUM COVER: A COVER HEIGHT OF OVER 8 FEET (2.44 m) IS NOT RECOMMENDED. COVER HEIGHT IS MEASURED FROM THE TOP OF THE CHAMBER TO THE TOP OF THE PAVEMENT. 10. LOAD RATING: HS290 CHAMBERS ARE TRAFFIC RATED FOR H-20 VEHICLES WITH ADDITIONAL CONSIDERATION FOR LANE LOADING, COMMONLY REFERRED TO AS HL-93 LOAD RATING (AASHTO DESIGN TRUCK). NOTES: 1.HYDROSTOR HS290 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 AND SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418. HS180 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S LATEST INSTALLATION GUIDELINES. 2.SUBGRADE: TRENCH BOTTOMS WITH UNSTABLE OR UNYIELDING MATERIAL SHALL BE EXCAVATED TO A DEPTH DIRECTED BY THE ENGINEER AND REPLACED WITH SUITABLE MATERIAL. FOR UNSTABLE MATERIALS, GEOTEXTILE MAY BE USED TO STABILIZE THE TRENCH BOTTOM, IF DIRECTED BY THE ENGINEER. THE DESIGN ENGINEER IS RESPONSIBLE FOR VERIFYING SUBGRADE SUITABILITY WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 3.GEOTEXTILE: AN AASHTO M288 CLASS 2 OR 3 NON-WOVEN GEOTEXTILE SHOULD BE USED FOR EMBEDMENT BACKFILL MATERIAL 3/4 TO 2 INCH (19 - 51 MM). GEOTEXTILE FILTER FABRIC IS PLACED AROUND THE SYSTEM TO PREVENT NATIVE SOIL FROM MIGRATING INTO THE EMBEDMENT BACKFILL MATERIAL. TO ENSURE FABRIC IS SUITABLE WITH IN SITU SOILS, A GEOTECHNICAL ENGINEER SHOULD BE CONSULTED. 4.FOUNDATION STONE: SUITABLE MATERIAL SHALL BE A 3/4 - 2 INCH (19 - 51 mm), CLEAN, CRUSHED ANGULAR STONE, OR AASHTO M43 SIZES (3, 357, 4, 467, 5, 56, 57) WITH CLEAN, CRUSHED, ANGULAR STONE ADDED TO THE GRADATION, e.g., CLEAN, CRUSHED, ANGULAR #3 (AASHTO M43) STONE. COMPACTION SHOULD BE DONE IN LIFTS OF NO MORE THAN 9 INCHES (230 mm).THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE ALLOWABLE BEARING CAPACITY OF THE SUBGRADE SOIL AND DETERMINING THE FOUNDATION STONE THICKNESS. REFER TO PRINSCO'S HYDROSTOR DESIGN GUIDE SECTION 4.1 FOR ADDITIONAL GUIDANCE. 5.EMBEDMENT BACKFILL: SUITABLE MATERIAL SHALL BE A 3/4 - 2 INCH (19 - 51 mm), CLEAN, CRUSHED ANGULAR STONE, OR AASHTO M43 SIZES (3, 357, 4, 467, 5, 56, 57) WITH CLEAN, CRUSHED, ANGULAR STONE ADDED TO THE GRADATION, e.g., CLEAN, CRUSHED, ANGULAR #3 (AASHTO M43) STONE. EMBEDMENT BACKFILL SHALL EXTEND FROM TOP OF BEDDING TO NOT LESS THAN 12 INCHES (300 mm) ABOVE THE TOP OF THE CHAMBER. NO COMPACTION IS REQUIRED BUT AN EFFORT SHOULD BE MADE TO HAND KNIFE STONE IN BETWEEN ALL CORRUGATIONS. THIS DETAIL DEPICTS RECOMMENDED INSTALLATION PRACTICES AND IS NOT INTENDED TO SUPERSEDE ANY NATIONAL, STATE OR LOCAL SPECIFICATIONS. PRINSCO BEARS NO RESPONSIBILITY FOR ANY ALTERATIONS, REVISION AND/OR DEVIATION FROM THIS STANDARD DETAIL. PRINSCO HAS NOT PERFORMED ANY ENGINEERING OR DESIGN SERVICE FOR THIS PROJECT. THE DESIGN ENGINEER SHALL REVIEW THESE DETAILS PRIOR TO CONSTRUCTION TO VERIFY SUITABILITY. © PRINSCO, INC. HYDROSTOR HS290 - CROSS SECTION D-7-500AAED NTS DRAWN BY:DATE: SHEET: DRAWING NUMBER: SCALE: TITLE: OF 11 12-Jan-24 EMBEDMENT BACKFILL NON-WOVEN GEOTEXTILE (WHERE REQUIRED BY ENGINEER) UNDISTURBED SOIL PAVEMENT (PER ENGINEER'S DRAWINGS) FOUNDATION STONE FINAL BACKFILL HYDROSTOR HS290 CHAMBER HS290 ENDCAP INITIAL BACKFILL EXCAVATION WALL (SLOPED OR VERTICAL) 59.5" (1,511 mm) DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER (NOTE 4), 9" (230 mm) MIN 12" (300 mm) 12" (300 mm) 12" (300 mm) MIN 12" (300 mm) MIN 100.5" (2,554 mm)8.5" (216 mm) MIN (BETWEEN CHAMBER FOOTINGS) 24" (600 mm) MIN 8' (2.44 m) MAX 1717 16TH ST. NE WILLMAR, MN 56201 www.prinsco.comRINSCOP R SMwater management solutions SITE DESIGN ENGINEER RESPONSIBLE FOR ENSURING SUITABLE BEARING CAPACITY OF SOILS (NOTE 2) THIS DETAIL DEPICTS RECOMMENDED INSTALLATION PRACTICES AND IS NOT INTENDED TO SUPERSEDE ANY NATIONAL, STATE OR LOCAL SPECIFICATIONS. PRINSCO BEARS NO RESPONSIBILITY FOR ANY ALTERATIONS, REVISION AND/OR DEVIATION FROM THIS STANDARD DETAIL. PRINSCO HAS NOT PERFORMED ANY ENGINEERING OR DESIGN SERVICE FOR THIS PROJECT. THE DESIGN ENGINEER SHALL REVIEW THESE DETAILS PRIOR TO CONSTRUCTION TO VERIFY SUITABILITY. © PRINSCO, INC. HYDROSTOR HS290 - SEDIMENT ROW D-7-502DJW NTS DRAWN BY:DATE: SHEET: DRAWING NUMBER: SCALE: TITLE: OF 11 03-Aug-21 1717 16TH ST. NE WILLMAR, MN 56201 www.prinsco.comRINSCOP R SMwater management solutions TO CHAMBER SYSTEM INLET HYDROSTOR HS290 CHAMBER & END CAPRECOMMENDED INSPECTION PORT (See HS290 Inspection Port Detail) INLET SUMP DEPTH TBD BY ENGINEER 24" (600 mm) MIN. RECOMMENDED COVER JOINT BETWEEN PIPE AND END CAP WITH NON-WOVEN GEOTEXTILE USE TWO LAYERS OF AASHTO M288 CLASS 1 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBER 24" (600 mm) RECOMMENDED 18" (450 mm) MINIMUM4 GOLDFLO ACCESS PIPE ENCASE CHAMBER SYSTEM IN ONE LAYER OF AASHTO M288 CLASS 2 OR 3 NON-WOVEN GEOTEXTILE CONTROL STRUCTURE (PER ENGINEER) NOTES: 1. HYDROSTOR HS290 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 AND SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418. HS290 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S LATEST INSTALLATION GUIDELINES. 2. GEOTEXTILE: TWO DIFFERENT GEOTEXTILES WILL BE USED IN CREATING A FUNCTIONING SEDIMENT ROW. TO ENSURE FABRIC IS SUITABLE WITH IN SITU SOILS, A GEOTECHNICAL ENGINEER SHOULD BE CONSULTED. - AN AASHTO M288 CLASS 2 OR 3 NON-WOVEN GEOTEXTILE SHOULD BE USED FOR EMBEDMENT BACKFILL MATERIAL 3/4 TO 2 INCH (19 - 51 MM). GEOTEXTILE FILTER FABRIC IS PLACED AROUND THE SYSTEM TO PREVENT NATIVE SOIL FROM MIGRATING INTO THE EMBEDMENT BACKFILL MATERIAL. TO ENSURE FABRIC IS SUITABLE WITH IN SITU SOILS, A GEOTECHNICAL ENGINEER SHOULD BE CONSULTED. - TWO LAYERS OF AN AASHTO M288 CLASS 1 WOVEN FABRIC IS PLACED BETWEEN THE FOUNDATION AND THE CHAMBER FOR THE CREATION OF THE SEDIMENT ROW. THE TWO LAYERS PROVIDE A PROTECTIVE BARRIER FOR THE EMBEDMENT BACKFILL BUT STILL ALLOW WATER TO INFILTRATE INTO THE SYSTEM. THE WOVEN GEOTEXTILE IS DURABLE ENOUGH TO ALLOW JETTING TO CLEAN THE SEDIMENT ROW. 3. INSPECTION AND MAINTENANCE: INSPECTION OF THE SYSTEM SHOULD OCCUR BIANNUALLY TO ENSURE LARGE AMOUNTS OF SEDIMENT OR DEBRIS HAVE NOT BEEN DEPOSITED IN THE SEDIMENT ROW. DURING THE FIRST YEAR INSPECTION SHOULD OCCUR MORE FREQUENTLY DUE TO CONSTRUCTION SEDIMENT LOADING. TO CLEAN THE SYSTEM, A JET/VAC PROCESS CAN BE USED TO REMOVE SEDIMENT AND DEBRIS FROM THE SEDIMENT ROW. FOR MORE INFORMATION, REFER TO PRINSCO'S "RETENTION/DETENTION CLEANING AND MAINTENANCE" TECHNICAL NOTE. 4. ACCESS PIPE: PRINSCO RECOMMENDS A 24 INCH (600 mm) DIAMETER ACCESS PIPE TO THE SEDIMENT ROW. CONTACT YOUR LOCAL SALES REPRESENTATIVE WITH ANY QUESTIONS. 12" (300 mm) MIN 9'-9" (2.97 m) MIN r t THIS DETAIL DEPICTS RECOMMENDED INSTALLATION PRACTICES AND IS NOT INTENDED TO SUPERSEDE ANY NATIONAL, STATE OR LOCAL SPECIFICATIONS. PRINSCO BEARS NO RESPONSIBILITY FOR ANY ALTERATIONS, REVISION AND/OR DEVIATION FROM THIS STANDARD DETAIL. PRINSCO HAS NOT PERFORMED ANY ENGINEERING OR DESIGN SERVICE FOR THIS PROJECT. THE DESIGN ENGINEER SHALL REVIEW THESE DETAILS PRIOR TO CONSTRUCTION TO VERIFY SUITABILITY. © PRINSCO, INC. HYDROSTOR HS290 - SCOUR PROTECTION D-7-507RMA NTS DRAWN BY:DATE: SHEET: DRAWING NUMBER: SCALE: TITLE: OF 11 03-Jan-24 SCOUR PROTECTION1 INLET MANIFOLD END CAP ASSEMBLY DIRECTION FOUNDATION STONENON-WOVEN GEOTEXTILESCOUR PROTECTION1 NOTES: 1.SCOUR PROTECTION SHOULD USE A WOVEN GEOTEXTILE. GEOTEXTILE SHOULD MEET AASHTO M288 CLASS 1 SPECIFICATION. 2.SCOUR PROTECTION IS ONLY NEEDED WITH CHAMBER ROWS CONNECTED TO THE INLET MANIFOLD. 12" (300 mm) MIN 15.0' (4.57 m) MIN 8" (200 mm) MIN 12" (300 mm) MIN SPACING 12" (300 mm) MIN INSERTION INLET MANIFOLD 1717 16TH ST. NE WILLMAR, MN 56201 www.prinsco.comRINSCOP R SMwater management solutions COVER JOINT BETWEEN PIPE AND END CAP WITH NON-WOVEN GEOTEXTILE TABLE 1 CORED HOLE SIZE ESTIMATES (CONFIRM DIMENSIONS PRIOR TO CUTTING) CONNECTION 4" (100 mm) PVC INSPECTION PORT 6" (150 mm) PVC INSPECTION PORT 8" (200 mm) PVC INSPECTION PORT QWIKSEAL 5" (125 mm) hole centered in valley of corrugation. Not Recommended Not Recommended SDR 35* ~4-1/4" (108 mm) hole centered in valley of corrugation. ~6-3/8" (162 mm) hole centered in valley of corrugation. ~8-1/2" (216 mm) hole centered on corrugation crest. SCH 40* ~4-5/8" (117 mm) hole centered in valley of corrugation. ~6-3/4" (172 mm) hole centered in valley of corrugation. ~8-3/4" (222 mm) hole centered on corrugation crest. *CONFIRM O.D. OF PIPE PRIOR TO CUTTING TO ENSURE HOLE IS TIGHT FITTING AROUND PVC PIPE. CUT HOLE TO MATCH O.D. AS CLOSE AS POSSIBLE. THIS DETAIL DEPICTS RECOMMENDED INSTALLATION PRACTICES AND IS NOT INTENDED TO SUPERSEDE ANY NATIONAL, STATE OR LOCAL SPECIFICATIONS. PRINSCO BEARS NO RESPONSIBILITY FOR ANY ALTERATIONS, REVISION AND/OR DEVIATION FROM THIS STANDARD DETAIL. PRINSCO HAS NOT PERFORMED ANY ENGINEERING OR DESIGN SERVICE FOR THIS PROJECT. THE DESIGN ENGINEER SHALL REVIEW THESE DETAILS PRIOR TO CONSTRUCTION TO VERIFY SUITABILITY. © PRINSCO, INC. HYDROSTOR HS290 - INSPECTION PORT D-7-503AED NTS DRAWN BY:DATE: SHEET: DRAWING NUMBER: SCALE: TITLE: OF 11 31-Aug-23 1717 16TH ST. NE WILLMAR, MN 56201 www.prinsco.comRINSCOP R SMwater management solutions HYDROSTOR HS290 CHAMBER PVC BELL3 OR TAPPED CONNECTION2 TRAFFIC RATED BOX INSPECTION PORT CONCRETE COLLAR SOLID COVER OR GRATE 8" (200 mm) MIN PVC BELL CONNECTION DETAIL CORED HOLE5 PVC PIPE4 TAPPED CONNECTION CORED HOLE5 TAPPED CONNECTION 18" (450 mm) MIN WIDTH8" (200 mm) MIN THICKNESS PVC PIPE4 PVC BELL3 CORE HOLE IN CHAMBER (SEE NOTE 5 & TABLE 1) PVC PIPE4 1. REFER TO TABLE 1 FOR DETAILS. 2. TAPPED CONNECTION CAN CONSIST OF QWIKSEAL OR APPROVED ENGINEERING EQUIVALENT. 3. PVC FITTING CAN CONSIST OF BELL OR OTHER CONNECTION WHICH PREVENTS PIPE FROM SLIDING INTO THE CHAMBER. ALL PVC FITTINGS TO BE SOLVENT CEMENTED. 4. PVC MAY BE EITHER SDR 35 OR SCH 40. 5. HOLES SHOULD BE CUT WITH A HOLE SAW, ALTHOUGH A RECIPROCATING SAW MAY BE NEEDED FOR 6" AND 8" HOLES ON THIS CHAMBER. IF NEEDED, START WITH SMALLER HOLE AND SLOWLY CUT OUT MORE EVENLY FROM SIDES UNTIL TIGHT FIT OF CONNECTION IN HOLE. CENTERED IN VALLEY OF CORRUGATION CONNECTION DETAIL CENTERED ON CORRUGATION CREST CONNECTION DETAIL L _l .... · .. t:!QIE,S;_ I I I I J NTS DRAWN BY:DATE: SHEET: DRAWING NUMBER: SCALE: TITLE: HYDROSTOR HS290 - SPECIFICATION SLE D-7-501OF 11 27-Jul-22 THIS DETAIL DEPICTS RECOMMENDED INSTALLATION PRACTICES AND IS NOT INTENDED TO SUPERSEDE ANY NATIONAL, STATE OR LOCAL SPECIFICATIONS. PRINSCO BEARS NO RESPONSIBILITY FOR ANY ALTERATIONS, REVISION AND/OR DEVIATION FROM THIS STANDARD DETAIL. PRINSCO HAS NOT PERFORMED ANY ENGINEERING OR DESIGN SERVICE FOR THIS PROJECT. THE DESIGN ENGINEER SHALL REVIEW THESE DETAILS PRIOR TO CONSTRUCTION TO VERIFY SUITABILITY. © PRINSCO, INC. 1717 16TH ST. NE WILLMAR, MN 56201 www.prinsco.com RINSCOP R SMwater management solutions Chamber Specifications Chamber Size (L x W x H)51.8" x 100.5" x 59.5" (1,317 x 2,554 x 1,511 mm) Installed Length 48.3" (1,227 mm) Chamber Storage 109.6 ft 3 (3.10 m3) Min. Installed Storage* 164.5 ft 3 (4.66 m3) Weight / Chamber 112 lbs (50.80 kg) Chambers / Pallet 10 Approx. Weight / Pallet 1,350 lbs (612 kg) End Cap Specifications End Cap Size (L x W x H)35.0" x 94.0" x 59.3" (889 x 2,388 x 1,506 mm) Installed Length 32.4" (823 mm) End Cap Storage 39.6 ft 3 (1.12 m3) Min. Installed Storage* 114.46 ft 3 (3.10 m3) Weight 79.9 lbs (36.24 kg) *ASSUMES 12" (300 mm) STONE ABOVE CHAMBERS/END CAPS, 9" (230 mm) OF STONE FOR FOUNDATION STONE, 9" (230 mm) OF STONE BETWEEN CHAMBERS/END CAPS, 12" (150 mm) OF STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY. 59.5" (1,511 mm) 100.5" (2,554 mm) 48.3" INSTALLED (1,227 mm) 51.8" (1,317 mm) 94.0" (2,388 mm) 59.3" (1,506 mm) 35.0" (889 mm) 32.4" INSTALLED (823 mm) ~HydroStor· HS290 I I r 7 l ~ 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 APPENDIX 3a BMP MAINTENANCE THRESHOLDS BMP DESCRIPTION BIOFIL TRA TION (1,300 SF) MAINTENANCE AGREEMENT FOR PR/VA TE STORM WATER TREATMENT AND STORM WATER POLLUTION CONTROL TOTAL ALL RAISED PLANTERS MANAGEMENT FACILITIES BY HOMEOWNER'S ASSOCIATION O&M RESPONSIBLE PARTY DESIGNEE: JUNIPER COAST HOMES HOA AS DOCUMENT #-------RECORD ________ POST-CONSTRUCTION PERMANENT BMP OPERATION & MAINTENANCE PROCEDURE DETAILS MAINTENANCE IND/CA TORS ACCUMULATION OF SEDIMENT, LITTER, OR DEBRIS POOR VEGETATION ESTABLISHMENT OVERGROWN VEGETATION EROSION DUE TO CONCENTRATED /RR/GA TION FLOW EROSION DUE TO CONCENTRATED STORM WATER RUNOFF FLOW STANDING WATER IN BIOFIL TRA TION AREAS OBSTRUCTED INLET OR OUTLET STRUCTURE DAMAGE TO INLET OR OUTLET STRUCTURE MAINTENANCE EQUIPMENT AND ACCESS USE LANDSCAPE EQUIPMENT FOR MAINTENANCE; ACCESS BMP'S FROM GROUND LEVEL OF THE APARTMENT COMPLEX INSPECTION FACILITATION INSTALL OUTLET RISER STRUCTURE TO PROVIDE OBSERVATION ACCESS FOR INSPECTION OF MAINTENANCE THRESHOLDS; MARKING TO BE PROVIDED ON BMP COMPONENTS TO DETERMINE HOW FULL BMP IS. MAINTENANCE ACTION REMOVE AND PROPERLY DISPOSE OF ACCUMULATED MATERIALS, WITHOUT DAMAGE TO THE VEGETATION RE-SEED, RE-PLANT, OR RE-ESTABLISH VEGETATION PER ORIGINAL PLANS MOW OR TRIM AS APPROPRIATE, BUT NOT LESS THAT THE DESIGN HEIGHT OF THE VEGETATION PER ORIGINAL PLANS. REPAIR/RE-SEED/RE-PLANT ERODED AREAS AND ADJUST THE /RR/GA TION SYSTEM REPAIR/RE-SEED/RE-PLANT ERODED AREAS AND MAKE APPROPRIATE CORRECTIVE MEASURES SUCH AS ADDING STONE AT FLOW ENTRY POINTS OR MINOR RE-GRADING TO RESTORE PROPER DRAINAGE ACCORDING TO THE ORIGINAL PLAN. MAKE APPROPRIATE CORRECTIVE MEASURES SUCH AS ADJUSTING /RR/GA TION SYSTEM, REMOVING OBSTRUCTION OF DEBRIS OR INVASIVE VEGETATION, OR CLEANING UNDERDRAINS CLEAR OBSTRUCTIONS REPAIR OR REPLACE AS APPLICABLE OWNER INFORMATION: OWNER: RINCON HOMES, INC. CONTACT: KEVIN DUNN EMAIL: KDUNN@R/NCONGRP. COM PASCO LARET SUITER & ASSOCIATES CIVIL ENIINEERINI + LAND PLANNINI + LAND IURVEYINI USllartla mp-, 111. llaA. lalaaa ..... CAnl75 pla IIUB.1212 I flE IIUB.4112 Ip,.,...., ...... ... ATTACHMENT .14 APPENDIX 3a BMP MAINTENANCE THRESHOLDS BMP DESCRIPTION PERVIOUS PAVERS MAINTENANCE AGREEMENT FOR PR/VA TE STORM WATER TREATMENT AND STORM WATER POLLUTION CONTROL MANAGEMENT FACILITIES BY HOMEOWNER'$ ASSOCIATION O&M RESPONSIBLE PARTY DESIGN££: JUNIPER (5,197 SF) COAST HOMES HOA AS DOCUMENT #-------RECORD ________ POST-CONSTRUCTION PERMANENT BMP OPERATION & MAINTENANCE PROCEDURE DETAILS MAINTENANCE IND/CA TORS MAINTENANCE ACTION ACCUMULATION OF SEDIMENT, LITTER, OR DEBRIS CLOGGED PAVERS OBSTRUCTED INLET OR OUTLET STRUCTURE DAMAGE TO INLET OR OUTLET STRUCTURE MAINTENANCE EQUIPMENT AND ACCESS USE LANDSCAPE EQUIPMENT FOR MAINTENANCE; ACCESS BMP'S FROM GROUND LEVEL OF THE APARTMENT COMPLEX INSPECTION FACILITATION INSTALL 12" X 12" CLEANOUT TO PROVIDE OBSERVATION ACCESS FOR INSPECTION OF MAINTENANCE THRESHOLDS; MARKING TO BE PROVIDED ON BMP COMPONENTS TO DETERMINE HOW FULL BMP IS. REMOVE AND PROPERLY DISPOSE OF ACCUMULATED MATERIALS, WITHOUT DAMAGE TO PAVERS VACUUM PAVERS TO REMOVE CLOGGING MATERIALS; FLUSH PAVING AND SUBSURFACE GRAVEL CLEAR OBSTRUCTIONS REPAIR OR REPLACE AS APPLICABLE OWNER INFORMATION: OWNER: RINCON HOMES, INC. CONTACT: KEVIN DUNN EMAIL: KDUNN@RINCONGRP. COM PASCO LARET SUITER & ASSOCIATES CIVIL ENIINEERINI + LAND PLANNINI + LAND IURVEYINI USllartla mp-, 111. llaA. lalaaa ..... CAnl75 pla IIUB.1212 I flE IIUB.4112 Ip,.,...., ...... ... ATTACHMENT .14 APPENDIX 3a BMP MAINTENANCE THRESHOLDS BMP DESCRIPTION MAINTENANCE AGREEMENT FOR PR/VA TE STORM WATER TREATMENT AND STORM WATER POLLUTION CONTROL REM TRITON-PERF-FTC MANAGEMENT FACILITIES BY HOMEOWNER'$ ASSOCIATION O&M RESPONSIBLE PARTY DESIGNEE: JUNIPER TDAM 12(5) COAST HOMES HOA AS DOCUMENT #-------RECORD ________ POST-CONSTRUCT/ON PERMANENT BMP OPERATION & MAINTENANCE PROCEDURE DETAILS MAINT£NANCE IND/CA TORS MAINT£NANCE ACTION ACCUMULATION OF SEDIMENT, LITTER, OR DEBRIS REMOVE AND PROPERLY DISPOSE OF ACCUMULATED MATERIALS OBSTRUCTED INLET OR OUTLET STRUCTURE CLEAR OBSTRUCTIONS DAMAGE TO COMPONENTS OF THE FILTRATION SYSTEM REPAIR OR REPLACE AS APPLICABLE CLOGGED FILTER MEDIA REMOVE AND PROPERLY DISPOSE FILTER MEDIA, AND REPLACE WITH FRESH MEDIA MAINT£NANCE EQUIPMENT AND ACCESS USE LANDSCAPE EQUIPMENT FOR MAINTENANCE; ACCESS BMP FROM ONSITE CATCH BASIN INLETS OWNER INFORMATION: OWNER: RINCON HOMES, INC. CONTACT: KEVIN DUNN EMAIL: KDUNN@R/NCONGRP. COM PASCO LARET SUITER & ASSOCIATES CIVIL ENIINEERINI + LAND PLANNINI + LAND IURVEYINI USllartla mp-, 111. llaA. lalaaa ..... CAnl75 pla IIUB.1212 I flE IIUB.4112 Ip,.,...., ...... ... ATTACHMENT .14 APPENDIX 3a BMP MAINTENANCE THRESHOLDS BMP DESCRIPTION MAINTENANCE AGREEMENT FOR PR/VA TE STORM WATER TREATMENT AND STORM WATER POLLUTION CONTROL MANAGEMENT FACILITIES BY HOMEOWNER'$ ASSOCIATION O&M RESPONSIBLE PARTY DESIGNEE: JUNIPER STORMTEK ST3 COAST HOMES HOA AS DOCUMENT #-------RECORD ________ POST-CONSTRUCT/ON PERMANENT BMP OPERATION & MAINTENANCE PROCEDURE DETAILS MAINT£NANCE IND/CA TORS MAINT£NANCE ACTION ACCUMULATION OF SEDIMENT, LITTER, OR DEBRIS REMOVE AND PROPERLY DISPOSE OF ACCUMULATED MATERIALS OBSTRUCTED INLET OR OUTLET STRUCTURE CLEAR OBSTRUCTIONS DAMAGE TO COMPONENTS OF THE FILTRATION SYSTEM REPAIR OR REPLACE AS APPLICABLE CLOGGED FILTER MEDIA REMOVE AND PROPERLY DISPOSE FILTER MEDIA, AND REPLACE WITH FRESH MEDIA MAINT£NANCE EQUIPMENT AND ACCESS USE LANDSCAPE EQUIPMENT FOR MAINTENANCE; ACCESS BMP FROM JUNIPER A VENUE CURB INLET MANHOLE LID OWNER INFORMATION: OWNER: RINCON HOMES, INC. CONTACT: KEVIN DUNN EMAIL: KDUNN@R/NCONGRP. COM PASCO LARET SUITER & ASSOCIATES CIVIL ENIINEERINI + LAND PLANNINI + LAND IURVEYINI USllartla mp-, 111. llaA. lalaaa ..... CAnl75 pla IIUB.1212 I flE IIUB.4112 Ip,.,...., ...... ... ATTACHMENT .14 APPENDIX 3a BMP MAINTENANCE THRESHOLDS BMP DESCRIPTION TREE WELL MAINTENANCE AGREEMENT FOR PR/VA TE STORM WATER TREATMENT AND STORM WATER POLLUTION CONTROL 15-FT TREE CANOPY MANAGEMENT FACILITIES BY HOMEOWNER'$ ASSOCIATION O&M RESPONSIBLE PARTY DESIGN££: JUNIPER DIAMETER COAST HOMES HOA AS DOCUMENT #-------RECORD ________ POST-CONSTRUCTION PERMANENT BMP OPERATION & MAINTENANCE PROCEDURE DETAILS MAINTENANCE IND/CA TORS TREE HEALTH DEAD OR DISEASED TREE **STANDING WATER / ***SURFACE PONDING PRESENCE OF MOSQUITOS / LARVA ENTRANCE / OPENING TO TREE WELL IS BLOCKED SUCH THAT STORM WATER WILL NOT DRAIN INTO THE TREE WELL MAINTENANCE EQUIPMENT AND ACCESS USE LANDSCAPE EQUIPMENT FOR MAINTENANCE; ACCESS BMP'S FROM GROUND LEVEL OF THE APARTMENT COMPLEX MAINTENANCE ACTION ROUTINE ACTIONS AS NECESSARY TO MAINTAIN TREE HEAL TH REMOVE DEAD OR DISEASED TREE. REPLACED PER ORIGINAL PLANS. LOOSEN OR REPLACE SOILS SURROUNDING THE TREE TO RESTORE DRAINAGE DISPERSE ANY STANDING WATER FROM THE TREE WELL TO NEARBY LANDSCAPING. LOOSEN OR REPLACE SOILS SURROUNDING THE TREE TO RESTORE DRAINAGE (AND PREVENT STANDING WATER) MAKE REPAIRS AS APPROPRIATE TO RESTORE DRAINAGE INTO THE TREE WELL **STANDING WATER IN TREE WELL FOR LONGER THAN 24 HOURS FOLLOWING A STORM EVENT. OWNER INFORMATION: OWNER: RINCON HOMES, INC. CONTACT: KEVIN DUNN EMAIL: KDUNN©RINCONGRP. COM ***SURFACE PONDING LONGER THAN 24 HOURS FOLLOWING A STORM EVENT MAY BE DETRIMENTAL TO TREE HEALTH. PASCO LARET SUITER & ASSOCIATES CIVIL ENIINEERINI + LAND PLANNINI + LAND IURVEYINI USllartla mp-, 111. llaA. lalaaa ..... CAnl75 p1a 11U1t.a12 I flE 11U1tM121,,_....,....., ... ATTACHMENT .14 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 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. BF-1 Page 1 of 11 January 12, 2017 BF-1 Biofiltration 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 Page 2 of 11 January 12, 2017 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 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 monthly. If the BMP is 25% full* or more in one month, increase inspection frequency to monthly plus after every 0.1-inch or larger storm event. • Remove any accumulated materials found at each inspection. Obstructed inlet or outlet structure Clear blockage. • Inspect monthly and after every 0.5-inch or larger storm event. • Remove any accumulated materials found at each inspection. Damage to structural components such as weirs, inlet or outlet structures Repair or replace as applicable • Inspect annually. • Maintenance when needed. Poor vegetation establishment Re-seed, re-plant, or re-establish vegetation per original plans. • Inspect monthly. • Maintenance when needed. Dead or diseased vegetation Remove dead or diseased vegetation, re-seed, re-plant, or re-establish vegetation per original plans. • Inspect monthly. • Maintenance when needed. Overgrown vegetation Mow or trim as appropriate. • Inspect monthly. • Maintenance when needed. 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 monthly. • Replenish mulch annually, or more frequently when needed based on inspection. *“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 Page 3 of 11 January 12, 2017 BF-1 Biofiltration SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR BF-1 BIOFILTRATION (Continued from previous page) Threshold/Indicator Maintenance Action Typical Maintenance Frequency Erosion due to concentrated irrigation flow Repair/re-seed/re-plant eroded areas and adjust the irrigation system. • Inspect monthly. • Maintenance when needed. 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. 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 monthly and after every 0.5-inch or larger storm event. If standing water is observed, increase inspection frequency to after every 0.1-inch or larger storm event. • Maintenance when needed. 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. BF-1 Page 4 of 11 January 12, 2017 BF-1 Biofiltration 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 BF-1. http://www.projectcleanwater.org/index.php?option=com_content&view=article&id=250&Itemid=220 BF-1 Page 5 of 11 January 12, 2017 BF-1 Biofiltration Page Intentionally Blank for Double-Sided Printing BF-1 Page 6 of 11 January 12, 2017 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 Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Remove and properly dispose of accumulated materials, without damage to the 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 Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Re-seed, re-plant, or re-establish vegetation per original plans ☐ Other / Comments: *“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 Page 7 of 11 January 12, 2017 I I I 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 Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Remove dead or diseased vegetation, re- seed, re-plant, or re-establish vegetation per original plans ☐ Other / Comments: Overgrown vegetation Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Mow or trim as appropriate ☐ Other / Comments: 2/3 of mulch has decomposed, or mulch has been removed Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Remove decomposed fraction and top off with fresh mulch to a total depth of 3 inches ☐ Other / Comments: BF-1 Page 8 of 11 January 12, 2017 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 Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Repair/re-seed/re-plant eroded areas and adjust the irrigation system ☐ Other / Comments: Erosion due to concentrated storm water runoff flow Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ 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 ☐ Other / Comments: BF-1 Page 9 of 11 January 12, 2017 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 Page 10 of 11 January 12, 2017 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 For images of egg rafts, larva, pupa, and adult mosquitos, see http://www.mosquito.org/biology Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Apply corrective measures to remove standing water in BMP when standing water occurs for longer than 24-96 hours following a storm event.** ☐ Other / Comments: *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. BF-1 Page 11 of 11 January 12, 2017 SD-D Permeable Pavement (Site Design BMP) E-34 Jan. 2024 Summary of Standard Inspection and Maintenance 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 Preventive vacuum/regenerative air street sweeping Pavement should be swept with a vacuum power or regenerative air street sweeper to maintain infiltration through paving surface • Schedule/perform this preventive action at least twice per year. Accumulation of sediment, litter, or debris on permeable pavement surface Remove and properly dispose of accumulated materials. Inspect tributary area for exposed soil or other sources of sediment and apply stabilization measures to sediment source areas. Apply source control measures as applicable to sources of litter or debris. • Inspect monthly and after every 0.5-inch or larger storm event. • Remove any accumulated materials found at each inspection. SD-D Permeable Pavement (Site Design BMP) E-35 Jan. 2024 Threshold/Indicator Maintenance Action Typical Maintenance Frequency Weeds growing on/through the permeable pavement surface Remove weeds and add features as necessary to prevent weed intrusion. Use non-chemical methods (e.g., instead of pesticides, control weeds using mechanical removal, physical barriers, and/or physical changes in the surrounding area adjacent to pavement that will preclude weed intrusion into the pavement). • Inspect monthly. • Remove any weeds found at each inspection. Standing water in permeable paving area following a storm event, or runoff is observed overflowing off the permeable paving surface during a storm event This condition requires investigation of why infiltration is not occurring. If feasible, corrective action shall be taken to restore infiltration (e.g., pavement should be swept with a vacuum power or regenerative air street sweeper to restore infiltration rates, clear underdrains if underdrains are present). BMP may require retrofit if infiltration cannot be restored. The City Engineer shall be contacted prior to any repairs or reconstruction. • Inspect monthly and after every 0.5-inch or larger storm event. If standing water is observed, increase inspection frequency to after every 0.1-inch or larger storm event. • Maintain when needed. SD-D Permeable Pavement (Site Design BMP) E-36 Jan. 2024 Threshold/Indicator Maintenance Action Typical Maintenance Frequency 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 because the underlying soils do not have the infiltration capacity expected, 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. • Maintain when needed. Damage to permeable paving surface (e.g., cracks, settlement, misaligned paver blocks, void spaces between paver blocks need fill materials replenished) Repair or replace damaged surface as appropriate. • Inspect annually. • Maintain when needed. SD-A Tree Well E-10 Jan. 2024 Summary of Standard Inspection and Maintenance 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 Tree health Routine actions as necessary to maintain tree health. • Inspect monthly. • Maintain when needed. Dead or diseased tree Remove dead or diseased tree. Replace per original plans. • Inspect monthly. • Maintain when needed. Standing water in tree well for longer than 24 hours following a storm event Surface ponding longer than approximately 24 hours following a storm event may be detrimental to tree health Loosen or replace soils surrounding the tree to restore drainage. • Inspect monthly and after every 0.5-inch or larger storm event. If standing water is observed, increase inspection frequency to after every 0.1-inch or larger storm event. • Maintain when needed. Presence of mosquitos/larvae For images of egg rafts, larva, pupa, and adult mosquitos, see http://www.mosquito.org/biology Disperse any standing water from the tree well to nearby landscaping. Loosen or replace soils surrounding the tree to restore drainage (and prevent standing water). • 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. • Maintain when needed SD-A Tree Well E-11 Jan. 2024 Threshold/Indicator Maintenance Action Typical Maintenance Frequency Entrance / opening to the tree well is blocked such that storm water will not drain into the tree well (e.g., a curb inlet opening is blocked by debris or a grate is clogged causing runoff to flow around instead of into the tree well; or a surface depression is filled such that runoff drains away from the tree well) Make repairs as appropriate to restore drainage into the tree well. • Inspect monthly. • Maintain when needed. 7 5. Operation and Maintenance Information a. Inspection Procedures and Frequency Considerations Inspection and Maintenance intervals will depend on many factors such as location, size/quantity, storm water runoff volume, surrounding vegetation and debris potential. The following is the minimum inspection recommendation, but inspection and maintenance may need interval increases, as necessary. STORMTEK recommends two inspection per year minimum. The first inspection should take place at the start of the rainy season and the second inspection taking place near the end of the rainy season. ** Inspections in the first year of installation should be more frequent, 3-4 times per year, to establish a base line for debris loading. ** If the region of installation has no definitive rainy season, inspections should be spaced evenly throughout the year. STORMTEK Connector Pipe Screens can be inspected without entry into the catch basin. Follow all safety precautions, traffic control and PPE requirement for the specific work area. SAFETY FIRST 1. Remove the manhole cover or grate. 2. Inspect the interior catch basin opening, walls and floor. 3. Inspect the STORMTEK connector pipe screen for damage or looseness. 4. Inspect vector control deflector plate for proper operation (if applicable) 5. Measure debris load with sludge judge, tape measure or equal. 6. Note findings and take photos as necessary. 7. Note if any vector problems. 8. Replace the manhole cover or grate. b. Device Maintenance Frequency Related to Hydraulic Capacity Periodic maintenance is required to ensure proper function of the STORMTEK Connector Pipe Screen and to ensure continued protection of the receiving water bodies. A maintenance program should be based on the data from the previous inspection history as well the size and location of the STORMTEK device. A customized maintenance program provides the most benefit to operation while minimizing maintenance costs. Maintenance should be performed when the STORMTEK device reaches 75% height /volume capacity. c. Maintenance Procedures Follow all safety precautions, traffic control and PPE requirement for the specific work area. SAFETY FIRST. STORMTEK recommends the following maintenance procedures: 5. Operation and Maintenance Information a. Device Inspection Procedures and Frequency Considerations b. Device Maintenance Frequency Related to Hydraulic Capacity c. Maintenance Procedures 9 8 1. The manhole cover or grate shall be removed and set to one side. 2. The catch basin shall be visually inspected for defects and possible illegal dumping. If illegal dumping has occurred, the proper authorities and property owner representative shall be notified as soon as practicable. 3. Using an industrial vacuum, the collected debris/materials shall be removed from the catch basin/vault. 4. When all collected debris/materials have been vacuumed, the STORMTEK device can be easily removed by lifting the screen off of the locator pins. The STORMTEK screen can now be inspected and cleaned. 5. Reinstall the screen on to the locator pins and secure in place. 6. The manhole cover or grate shall be reinstalled. 7. All removed debris shall be disposed of in accordance with local, state, and federal agency requirements. d. Maintenance Equipment and Materials The following equipment should be used to conduct maintenance on the STORMTEK connector pipe screen. • Personal Protective Equipment (PPE), Safety equipment and traffic control as needed. • Lighting as needed • Industrial vacuum • Pressure washer (recmended) • Tools for safe removal/reinstallation of manhole or grate. e. Effects of Deferred Maintenance Deferred maintenance may allow the STORMTEK device to achieve capacity and go into bypass. Once the system is in bypass, no additional trash or debris will be collected. If bypass occurs, the debris in the bypass flows will pass through the system and discharge in receiving waters. f. Repair Procedures If inspection of the STORMTEK device reveals damage and is in need of repair, the damage should be documented, photographed, and then submitted to STORMTEK (SWIMS) for assessment. STORMTEK personnel will evaluate the damage and recommend or initiate any warranty repair. Responsibility for the repair will depend on the cause of damage. d. Maintenance Equipment and Materials e. Effects of Deferred Maintenance f. Repair Procedures 10 Section 4. Mosquito and Vector Control The StormTek ST3G device has a hinged deflector plate that can lift-up for mosquito or vector inspection, access, or treatment. This deflector plate can be lifted through the storm grate with a simple hook tool or equal. The deflector plate is light weight and easy to lift and return into position. The lid and hinges are made from stainless steel and therefore will not rust. Application for the Mosquito and Vector Control Association of California approval of the Stormtek device was submitted on February 3rd of 2021. 6. Vector Control Accesibility a. Date of Submittal to Mosquito Vector Control Association The Application for the Mosquito and Vector Control Association of California approval of the Stormtek Device was submitted on August 4th of 2021. b. Description of Access for Vector Control Personnel a. Date of Submittal to Mosquito Vector Control Assocation c. Letter of Verification from Mosquito Vector Control Association Refer to Appendix B for letter of verification from MVCAC 11 The StormTek ST3G device has a hinged deflector plate that can lift-up for mosquito or vector inspection, access, or treatment. This deflector plate can be lifted through the storm grcite wit a simple hook tool or equal. The deflector plate is light weight and easy to lift and return into position. The lid and hinges are made from stainless steel and therefore will not rust. deflector plate can < ' lift-up 1or inspection ~ and treatment ~ Ul<'l•l ,1-:(''IOn l'l .,\IE I .IF I S Ill' fl{OI\I 1-fA "lil>I .I• Inspection and Maintenance Sediment Collection Row 1) Sediment Collection Row The sediment collection row is aligned with and connected to the inlet location(s) of the chamber system and is designed to enhance removal of total suspended solids (TSS) at a low cost. The system includes means for inspection and maintenance. The sediment collection row is designed to capture “first flush” flows and may be used as part of a treatment train to extend the service life of the system by accommodating the removal of additional pollutants. Chambers in the sediment collection row are set on top of two layers of AASHTO Class 1 woven geotextile which rests directly on the angular base stone. Stormwater entering the sediment collection row passes through the woven fabric, effectively filtering and trapping the sediment and trash in that row. The trapped materials will remain on the fabric until cleaning resulting in protection of the balance of the chamber rows from sediment accumulation. Woven fabric is used to filter incoming water, prevent localized scour at the inlets, and to provide a tough geotextile media to resist high pressure jetting forces during cleaning operations. OPTIONAL n PRE-TREATMENT J u INLET BASIN ELEVATED MANIFOLD HEADER Sediment Collection Row with Overflow (not to scale) SEDIMENT COLLECTION ROW ~==::::::= ====:::::==::::::::====:::D .~~-==:= ~~D ~-=====-----.-.-----L--~~D SCOUR PROTECTION The inlet, or upstream, control basin provides access for cleaning in addition to provide overflow capability through an elevated manifold that feeds the balance of the chamber system. High storm water flow rates or volumes will rise in the sediment collection row and spill over into the elevated manifold system. 2) Sediment Collection Row Inspection & Maintenance Inspection: The frequency of inspection and maintenance should be based on an inspection schedule based on the specific project site land use, anticipated pollutant loads, climate, and other relevant variables. Each of these considerations play a role in defining the actual frequency of inspection and maintenance. For the first year of operation, inspect the sediment collection row every six months. Future inspection frequency should be based on the observations documented during the initial year’s inspections. Inspection ports allow easy access to the sediment collection row and eliminate the need for human ingress and confined space activity. A stadia rod should be inserted to measure the depth of sediment. When the depth of sediment reaches 3 inches throughout the length of the row, maintenance should be performed. Maintenance: By design, the maintenance operations only need to be conducted by access through the inlet of the sediment collection row(s). The system is designed for maintenance without human ingress. However, if entry into the system is required, follow local and OSHA rules for confined space entry. Maintenance is performed using the jet vacuum process. The jet uses a rear facing high-pressure water nozzle to propel itself down the sediment collection row. As it travels, it scours and suspends pollutants. As the nozzle is pulled back to the inlet basin water carrying the suspended pollutants is flushed back to the inlet basin to be removed by a vacuum. It is recommended the inlet basin design include a sump to collect pollutants and provide a location for the vacuum hose. Fixed nozzles work best and rear facing jets with a spread of 45 inches are preferred. Ensure the jetting system has sufficient hose length to reach the entire length of the sediment collection row. INSPECTION PORT 2 LAYERS OF WOVEN GEOTEXTILE CATCH BASIN ORMAHHot.E ,...<ESH """""" - 3) Sediment Collection Row Step-By-Step Maintenance Procedures: 1) Open lid and remove cover from inspection port (A) 2) Use a stadia rod to measure depth of sediment and record on the inspection log (sample inspection and maintenance log shown below) 3) Remove cover from inlet (B) 4) Using a flashlight inspect and record sediment level at inlet to sediment collection row. Use cameras or mirrors on poles to provide a better perspective, in needed. Follow OSHA confined space entry requirements if entry is made into chamber row (not recommended) 5) If sediment is 3” or greater following 2) or 4) inspections, conduct maintenance operations: if levels are less than 3”, go to step 7) 6) Maintenance steps using high pressure jets: a. Use a fixed culvert rear facing nozzle with a spread of 45” or more b. Insert nozzle into inlet basin and conduct multiple jetting passes down the sediment collection row (C) c. Vacuum inlet basin as required 7) Replace all caps, lids, and covers 8) Inspect and maintain catch basins and structures upstream of the sediment collection row. (A) INSPECTION PORT Mantenance Log Sediment Collection Row (not to scale) 2 LAYERS OF WOVEN GEOTEXTILE Stadia Rod Readings Depth of Distance to Distance to Date top of sediment Observations and actions taken chamber (a-b) bottom (a) sediment (b) S/15/201'6 ,.2 ~-"' 11ew i11s+t1Ut1tio11 11/20/201'6 ,.1~. 0.1~. some ~11d 11oted 2/2/2020 <i>.10~ DA~. vnwid~ feel ••• ••ild •P of rock••• 0r,vel ti+ i11le+. Wtt111+e11ate to l?e stVledt-1led 3/20/2020 ,.2~. D sys+em jetted t111d vat1,1£.tmed ~ je+-ri+e CATCH BASIN OR MANHOLE (B) ,.,.,"""" OESIGNEDSY ENOOEER inspector srvn srvn lw• vnrvn (C) ATTACHMENT 4 City standard Single Sheet BMP (SSBMP) Exhibit [Use the City’s standard Single Sheet BMP Plan.] DENSE TREES DENSE TREES DENSE TREES DENSE TREES DENSE TREES DENSE TREES 50. 4 50. 3 51. 4 51. 5 49. 3 49. 7 50. 2 51. 6 51. 4 52. 5 50. 7 50. 9 50. 5 51. 5 51. 6 52. 4 52. 1 53. 4 51. 8 51. 2 50. 4 52. 4 52. 1 52. 5 50. 2 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X XX X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X OE OE OE OE OE OE OE OE OE OE G G G G G G G G G G G X X X X X X X X X X X X X X X X X X X X TREES 55 55 55 55 55 5 0 50 5 0 50 50 50 X X X X X X X X X X X X X XXX X X X X X X X X X X XX X X X X X X X X X X XX X X X X X X X X X X XX X X X X X X X X X X XXXXXXXXXXXXXXXXXXXX X X X X /// /// / / / /// /// // / // / // / // / // / 54 G G G G G G G G G G G G G G G G G G G SDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SDSDSDSDSDSD W W G G G G G SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD JU N I P E R A V E N U E N 5 5 ° 5 8 ' 4 5 " E 1 2 2 . 4 8 ' N 34°01'58" W 309.10' N 5 5 ° 5 8 ' 2 2 " E 1 2 2 . 4 6 ' N 34°02'11" W 309.11' LA LA LA UNIT 1 FF = 52.3 PAD = 51.8 UNIT 2 FF = 52.3 PAD = 51.8UNIT 3 FF = 53.3 PAD = 52.6 UNIT 4 FF = 53.3 PAD = 52.6 UNIT 5 FF = 53.3 PAD = 52.6 UNIT 6 FF = 54.1 PAD = 53.4 UNIT 7 FF = 54.1 PAD = 53.4 UNIT 8 FF = 54.1 PAD = 53.4UNIT 9 FF = 54.9 PAD = 54.2 UNIT 10 FF = 54.9 PAD = 54.2 UNIT 11 FF = 54.9 PAD = 54.2 UNIT 12 FF = 54.9 PAD = 54.2 UNIT 13 FF = 54.9 PAD = 54.2 UNIT 14 FF = 54.9 PAD = 54.2 UNIT 15 FF = 54.9 PAD = 54.2 UNIT 16 FF = 53.5 PAD = 52.8 UNIT 17 FF = 53.5 PAD = 52.8 UNIT 18 FF = 53.5 PAD = 52.8 UNIT 19 FF = 52.7 PAD = 52.0 UNIT 20 FF = 52.7 PAD = 52.0 UNIT 21 FF = 52.7 PAD = 52.0 5 1 2 4 36 23 7 14 13 11 9 10 12 15 20 22 21 19 18 17 42 16 25 2427262928 30 8 31 3233343536 37 38 3943 40 404144 10.0' 4. 0 ' 26 . 0 ' 3.0' 12.0' 4. 0 ' 28 . 0 ' 4.0' 10.0' 4. 0 ' 20 . 0 ' 3.0'3.0' 10.0' 4. 0 ' 4. 0 ' 12.0' 24 . 0 ' 4.0' 7.0' 14 . 0 ' 15.0' 3. 0 ' 4. 0 ' 11.0' 20 . 0 ' 3.0'3.0' 11.0' 4. 0 ' 4. 0 ' 11.0' 20 . 0 ' 3.0'3.0' 11.0' 4. 0 ' 11.0' 20 . 0 ' 3.0'3.0' 11.0' 3. 0 ' 3. 0 ' 4. 0 ' 11.0' 26 . 0 ' 3.0' 3.0' 24 . 0 ' 4. 0 ' 8.0' J:\ACTIVE JOBS\4052 RINCON-270 JUNIPER\CIVIL\REPORTS\SWQMP\Attachments\Attachment 4 - SSBMP ENGINEERING DEPARTMENT BAK SINGLE SHEET BMP EXHIBIT JUNIPER COAST HOMES JUNIPER AVENUE CT 2023-0005 PLSA 4052 11 PROPERTY BOUNDARY CENTERLINE OF ROAD ADJACENT PROPERTY LINE PUBLIC RIGHT-OF-WAY LEGENDPLAN VIEW - SINGLE SHEET BMP PLAN NOT TO SCALE THE EOW WILL VERIFY THAT PERMANENT BMPS ARE CONSTRUCTED AND OPERATING IN COMPLIANCE WITH THE APPLICABLE REQUIREMENTS. PRIOR TO OCCUPANCY THE EOW MUST PROVIDE: 1. PHOTOGRAPHS OF THE INSTALLATION OF PERMANENT BMPS PRIOR TO CONSTRUCTION, DURING CONSTRUCTION, AND AT FINAL INSTALLATION. 2. A WET STAMPED LETTER VERIFYING THAT PERMANENT BMPS ARE CONSTRUCTED AND OPERATING PER THE REQUIREMENTS OF THE APPROVED PLANS. 3. PHOTOGRAPHS TO VERIFY THAT PERMANENT WATER QUALITY TREATMENT SIGNAGE HAS BEEN INSTALLED. PRIOR TO RELEASE OF SECURITIES, THE DEVELOPER IS RESPONSIBLE FOR ENSURING THE PERMANENT BMPS HAVE NOT BEEN REMOVED OR MODIFIED BY THE NEW HOMEOWNER OR HOA WITHOUT THE APPROVAL OF THE CITY ENGINEER. BMP CONSTRUCTION AND INSPECTION NOTES: 6. SEE PROJECT SWQMP FOR ADDITIONAL INFORMATION. 5. REFER TO MAINTENANCE AGREEMENT DOCUMENT. CERTIFICATIONBMP NOTES: AND INSTALLATION. HAS INSPECTED THIS PROJECT FOR APPROPRIATE BMP CONSTRUCTION 4. NO OCCUPANCY WILL BE GRANTED UNTIL THE CITY INSPECTION STAFF WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. 3. NO SUBSTITUTIONS TO THE MATERIAL OR TYPES OR PLANTING TYPES APPROVAL FROM THE CITY ENGINEER. 2. NO CHANGES TO THE PROPOSED BMPS ON THIS SHEET WITHOUT PRIOR RECOMMENDATIONS AND/OR THESE PLANS. 1. THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACTURER'S 80356 PERMANENT WATER QUALITY TREATMENT FACILITY KEEPING OUR WATERWAYS CLEAN MAINTAIN WITH CARE - NO MODIFICATIONS WITHOUT AGENCY APPROVAL *** WATER QUALITY SIGN TO BE INCLUDED W/ EACH BASIN (858) 259-8212 SAN DIEGO, CA 92110 1911 SAN DIEGO AVENUNE PLSA ENGINEERING TYLER LAWSON SIGNATURE COMPANY CERTIFICATION PHONE NO. ADDRESS NAME PLAN PREPARED BY: 80356 1 LA 1,300 LANDSCAPING SUSTAINABLE SHEET 3 SITE DESIGN ANNUALLY & AS-NEEDEDSF.TC-32 SEMI-ANNUALLYRAISED PLANTER BIOFILTRATION TREATMENT CONTROL QUANTITY FREQUENCY INSPECTION BMP TABLE FREQUENCY MAINTENANCESHEET NO.(S)DRAWING NO.CASQA NO.SYMBOLBMP ID #BMP TYPE 7,976 SF. TO PERVIOUSDIRECT RUNOFF AREAS 14- 17 19- 20 22- AS-NEEDEDANNUALLY MONTHLYANNUALLY TRASH CAPTURE BMPS TDAM12(5) PERF REM TRITON MP-52 2 EA ANNUALLY & AS-NEEDEDSEMI-ANNUALLY PAVERS PERVIOUS 5,197 SF.15 551-3A SEMI-ANNUALLYANNUALLYTC-10 41 42- 551-3A 551-3A 551-3A SHEET 3 SHEET 3 SHEET 3 SHEET 3 *DOT REPRESENTS ALL ONSITE GROUND LEVEL RUNOFF *11,939 SF. DRAINS TONO DUMPING OCEAN SIGNAGE2340- AS-NEEDEDANNUALLY551-3A SHEET 3*18 EA. TREE WELL 1 EA16 551-3 SEMI-ANNUALLYANNUALLYSHEET 2 STORMTEK ST3 551-3A 551-3 ANNUALLY & AS-NEEDEDSEMI-ANNUALLYSHEET 2MP-52 2 EA SOURCE CONTROL TYPICAL DETAIL - NO DUMPING STENCIL NOT TO SCALE PETER KIMCONTACT PHONE NO. ADDRESS NAME PARTY RESPONSIBLE FOR MAINTENANCE: 350 COMMERCE SUITE 200 IRVINE, CA 92602 (714) 347-1375 TOLL WEST COAST LLC A DELAWARE LIMITED LIABILITY COMPANY 43 44-SHEET 3551-3A 5! !i l 0 z ► m ;; j ;; o l" ' 1 s Il l 0 z C l" ' 1 Il l £ 7J :: : I 0 z ~ 0 !: : I ~ 0 0 0 0 Di l l ~ 11 I I I I ' . ' • • • 0 0 (l ) j t: ! l ! H + H + ¼ - + - + - 1 - + - - 1 - - l ~ ~ I z p 0 0 0 0 • □ 0 0 O 0 I I I I I I I I I I I - ? /I I I I I I ~I f J I I > I > / I r- 1 /_ i1 I I I I I I I I I I I I I ~ - ~ r I II I I I I I - '~ T V V