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CT 80-46; HIGHLAND DRIVE 5 LOT SF RESIDENCES; PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER MANAGEMENT PLAN (SWQMP) FOR HIGHLAND 5; 2023-01-01
CITY OF CARLSBAD PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR HIGHLAND 5 CW SIGNATURE F1, LLC., 2908-2924 HIGHLAND AVE GRADING PERMIT CT80-46 / PUD2021-0043 / GR2021-0044 / DWG534-7A ENGINEER OF WORK: BRIAN M. ARDOLINO, PE QSD, RCE #71651 EXP: 12-31-23 PASCO LARET SUITER & ASSOCIATES, INC. 535 N. HIGHWAY 101, SUITE A SOLANA BEACH, CA 92075 PREPARED FOR: CW SIGNATURE F1, LLC. 5927 PRIESTLY DRIVE, SUITE 110 CARLSBAD, CA 92008 PREPARED BY: 1911 SAN DIEGO AVE, SUITE 100 SAN DIEGO, CA 92110 PH: 858-259-8212 DATE: JANURARY 2023 ~~ V (]A,~ PASCO LARET SUITER & ASSOCIATES CIVIL ENGINEERING+ LAND PLANNING+ LAND SURVEYING No. 71651 xp. ,12/311 2 STORM WATER QUALITY MANAGEMENT PLAN JANURARY 2023 TABLE OF CONTENTS Certification Page Project Vicinity Map FORM E-34 Storm Water Standard Questionnaire Site Information FORM E-36 Standard Project Requirement Checklist Summary of PDP Structural BMPs Attachment 1: Backup for PDP Pollutant Control BMPs Attachment 1a: DMA Exhibit Attachment 1b: Tabular Summary of DMAs and Design Capture Volume Calculations Attachment 1c: Harvest and Use Feasibility Screening (when applicable) Attachment 1d: Infiltration Feasibility Analysis (when applicable) Attachment 1e: Pollutant Control BMP Design Worksheets / Calculations Attachment 1f: Trash Capture BMP Requirements Attachment 2: Backup for PDP Hydromodification Control Measures Attachment 2a: Hydromodification Management Exhibit Attachment 2b: Management of Critical Coarse Sediment Yield Areas Attachment 2c: Geomorphic Assessment of Receiving Channels Attachment 2d: Flow Control Facility Design Attachment 3: Structural BMP Maintenance Thresholds and Actions Attachment 4: Single Sheet BMP (SSBMP) Exhibit Attachment 5: Geotechnical Report STORM WATER QUALITY MANAGEMENT PLAN JANURARY 2023 CERTIFICATION PAGE Project Name: HIGHLAND Project ID: CT80-46 / PUD2021-0043 / GR2021-0044 / DWG 534-7A 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 Print Name Company Date RCE 71651 EXP. 12/31/2023 BRIAN ARDOLINO PASCO LARET SUITER AND ASSOCIATES 01/31/2023 ~ No. 71651 xp. 12/31/2 STORM WATER QUALITY MANAGEMENT PLAN JANURARY 2023 PROJECT VICINITY MAP STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750 www.carlsbadca.gov 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: E-34 Page 1 of 4 REV 08/22 INSTRUCTIONS: Highland 156-200-28, -29, -30, -31, -32 2908-2924 Highland Drive, Carlsbad, CA 92008 X 62,700 1.44 29,307 0.673 CT80-46 N/A C cityof Carlsbad □ I O I O I □ E-34 Page 2 of 4 REV 08/22 STEP 1 TO BE COMPLETED FOR ALL PROJECTS To determine if your project is a “development project”, please answer the following question: YES NO Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? If you answered “yes” to the above question, provide justification below then go to Step 6, mark the box stating “my project is not a ‘development project’ and not subject to the requirements of the BMP manual” and complete applicant information. Justification/discussion: (e.g. the project includes only interior remodels within an existing building): If you answered “no” to the above question, the project is a ‘development project’, go to Step 2. STEP 2 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: Is your project LIMITED to one or more of the following: YES NO 1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; OR b) Designed and constructed to be hydraulically disconnected from paved streets or roads; OR c) Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets guidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in accordance with the USEPA Green Streets guidance? 3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? If you answered “yes” to one or more of the above questions, provide discussion/justification below, then go to Step 6, mark the second box stating “my project is EXEMPT from PDP …” and complete applicant information. Discussion to justify exemption (e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): If you answered “no” to the above questions, your project is not exempt from PDP, go to Step 3. X N/A - Project is a development project X X X □ C □ □ □ □ □ □ E-34 Page 3 of 4 REV 08/22 STEP 3 TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1)): YES NO 1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 2. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 3. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside development project includes development on any natural slope that is twenty-five percent or greater. 5. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. 6. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious street, road, highway, freeway or driveway surface collectively over the entire project site? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. 7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? “Discharging Directly to” includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not commingled with flows from adjacent lands).* 8. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface that supports an automotive repair shop? An automotive repair shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. 9. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes RGO’s that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles per day. 10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land and are expected to generate pollutants post construction? 11. Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC 21.203.040) If you answered “yes” to one or more of the above questions, your project is a PDP. If your project is a redevelopment project, go to step 4. If your project is a new project, go to step 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. * Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat Management Plan; and any other equivalent environmentally sensitive areas which have been identified by the City. X X X X X X X X X X X □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ E-34 Page 4 of 4 REV 08/22 STEP 4 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP) ONLY Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? Complete the percent impervious calculation below: Existing impervious area (A) = sq. ft. Total proposed newly created or replaced impervious area (B) = sq. ft. Percent impervious area created or replaced (B/A)*100 = % If you answered “yes”, the structural BMPs required for PDP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 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 and not exempt from trash capture requirements per section 4.4.2.2 of the BMP Manual? R-23 (15-23 du/ac), R-30 (23-30 du/ac), PI (Planned Industrial), CF (Community Facilities), GC (General Commercial), L (Local Shopping Center), R (Regional Commercial), V-B (Village-Barrio), VC (Visitor Commercial), O (Office), VC/OS (Visitor Commercial/Open Space), PI/O (Planned Industrial/Office), or Public Transportation Station If you answered “yes”, the ‘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. List exemption if applicable for ‘no’ answer here: 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. I will submit a “Standard Project Requirement Checklist Form E-36”. 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: 9,860 29,307 X X BRIAN ARDOLINO PROJECT MANAGER 01/31/2023 X 297 X □ □ □ □ □ □ □ □ /:)~~ STORM WATER QUALITY MANAGEMENT PLAN JANURARY 2023 SITE INFORMATION CHECKLIST Project Summary Information Project Name Highland Project ID CT 80-46 Project Address 2908-2924 Highland Drive Carlsbad, CA 92008 Assessor's Parcel Number(s) (APN(s)) 156-200-28-00, 156-200-29-00, 156-200-30-00, 156-200-31-00, 156-200-32-00 Project Watershed (Hydrologic Unit) Hydrologic Unit: Carlsbad Hydrologic Area: Buena Vista Creek Hydrologic Sub-Area: El Salto #904.21 Parcel Area 1.36 Acres ( 59,318 Square Feet) Existing Impervious Area (subset of Parcel Area) 0.226 Acres (9,860 Square Feet) Area to be disturbed by the project (Project Area) 1.44 Acres ( 62,700 Square Feet) Project Proposed Impervious Area (subset of Project Area) 0.67 Acres ( 29,307 Square Feet) Project Proposed Pervious Area (subset of Project Area) 0.69 Acres ( 33,393 Square Feet) Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the Project. This may be less than the Parcel Area. STORM WATER QUALITY MANAGEMENT PLAN JANURARY 2023 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: The existing site consists of two single-family residences, an access road, and associated hardscape and landscape Existing Land Cover Includes (select all that apply): Vegetative Cover Non-Vegetated Pervious Areas Impervious Areas Description / Additional Information: See description above. Underlying Soil belongs to Hydrologic Soil Group (select all that apply): NRCS Type A NRCS Type B NRCS Type C NRCS Type D Approximate Depth to Groundwater (GW): GW Depth < 5 feet 5 feet < GW Depth < 10 feet 10 feet < GW Depth < 20 feet GW Depth > 20 feet Existing Natural Hydrologic Features (select all that apply): Watercourses Seeps Springs Wetlands None Description / Additional Information: N/A IJ STORM WATER QUALITY MANAGEMENT PLAN JANURARY 2023 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]: The property is located at 2908-2924 Highland Drive. The site is bordered by residential lots to the north and south, an agricultural lot to the east, and Highland drive to the west. Interstate I-5 is located approximately 1,800 ft to the west. The existing project site contains two single-family residences, an access easement/driveway bisecting the lot, and associated hardscape and landscape. The western three quarters of the site drains via overland flow to the west and is collected and conveyed north via an asphalt berm in Highland Drive. The eastern quarter of the site drains via overland flow into the lot to the east. No offsite flows are expected. Runoff from the project site discharges to public storm conveyance system in Highland Drive which discharges to Buena Vista Creek, then to Buena Vista Lagoon and ultimately the Pacific Ocean at the mouth of the lagoon. Per the United States Department of Agriculture Web Soil Survey, the project site is underlain with Hydrologic Soil Group B. Refer to Appendix A for soil information. Using the Rational Method Procedure outlined in the San Diego County Hydrology Manual dated June 2003 (SDCHM), the 100-year, 6-hour storm event peak flow rate was calculated for the project site in the existing condition. The table below summarizes the existing condition hydrologic analysis. Summary of Existing Condition 100-Yr Storm Event Hydrologic Analysis Drainage Basin Node Area (ac) Q100 (cfs) 1 10.10 1.0 2.10 2 20.10 0.4 0.53 TOTAL 1.4 2.63 STORM WATER QUALITY MANAGEMENT PLAN JANURARY 2023 Description of Proposed Site Development and Drainage Patterns Project Description / Proposed Land Use and/or Activities: The project proposes demolishing the existing two single-family residences and associated hardscape, and constructing five single-family residences, five ADUs, associated hardscape, landscape, an access road, retaining walls, and stormwater collection and conveyance The project includes construction of two Biofiltration BMPs which provide stormwater treatment, detention to meet all local, state, and federal stormwater requirements. List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features): Proposed impervious features include an access road, single-family residences, ADUs, driveways, and hardscaping List/describe proposed pervious features of the project (e.g., landscape areas): Proposed pervious areas include landscape areas and the biofiltration BMP basins. Does the project include grading and changes to site topography? Yes No Description / Additional Information: Grading will be performed to create pads for the residences and ADUs, construct the amenities, surface improvements, drainage pathways and the biofiltration BMPs. After grading the drainage patterns will be substantially conforming to the existing condition. Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)? Yes No Description / Additional Information: In the proposed condition, storm water runoff from the majority of the proposed improvements will be collected and conveyed to biofiltration basins BMP-1 and BMP-2. Flow from the project will discharge onto Highland Drive and continue downstream as it does in the existing condition. The proposed drainage pattern mimics the existing condition. STORM WATER QUALITY MANAGEMENT PLAN JANURARY 2023 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 STORM WATER QUALITY MANAGEMENT PLAN JANURARY 2023 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): Runoff from the site discharges to Highland Drive and continues in the gutter to Elmwood Street where it flows south until it enters a catch basin on the corner of Elmwood and Laguna Drive. The water continues in the Carlsbad MS4 until it discharges to Buena Vista Creek which flows into Buena Vista Lagoon and ultimately discharges the Pacific Ocean at the mouth of the lagoon. 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 Buena Vista Creek Benthic Community Effects N/A Buena Vista Creek Bifenthrin N/A Buena Vista Creek Selenium N/A Buena Vista Creek Toxicity N/A Buena Vista Lagoon Indicator Bacteria N/A Buena Vista Lagoon Nutrients N/A Buena Vista Lagoon Sedimentation/Siltation N/A Buena Vista Lagoon Toxicity N/A Identification of Project Site Pollutants Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see Table B.6-1 below): Pollutant Not Applicable to the Project Site Anticipated from the Project Site Also a Receiving Water Pollutant of Concern Sediment X Yes Nutrients X Yes Heavy Metals X N/A Organic Compounds X N/A Trash & Debris X N/A Oxygen Demanding Substances X N/A Oil & Grease X N/A Bacteria & Viruses X Yes Pesticides X Yes STORM WATER QUALITY MANAGEMENT PLAN JANURARY 2023 TABLE B.6-1. Anticipated and Potential Pollutants Generated by Land Use Type Priority Project Categories General Pollutant Categories Sediment Nutrients Heavy Metals Organic Compounds Trash & Debris Oxygen Demanding Substances Oil & Grease Bacteria & Viruses Pesticides Detached Residential Development X X X X X X X Attached Residential Development X X X P(1) P(2) P X Commercial Development >one acre P(1) P(1) X P(2) X P(5) X P(3) P(5) Heavy Industry X X X X X X Automotive Repair Shops X X(4)(5) X X Restaurants X X X X P(1) Hillside Development >5,000 ft2 X X X X X X Parking Lots P(1) P(1) X X P(1) X P(1) Retail Gasoline Outlets X X X X X Streets, Highways & Freeways X P(1) X X(4) X P(5) X X P(1) X = anticipated P = potential (1) A potential pollutant if landscaping exists onsite. (2) A potential pollutant if the project includes uncovered parking areas. (3) A potential pollutant if land use involves food or animal waste products. (4) Including petroleum hydrocarbons. (5) Including solvents. STORM WATER QUALITY MANAGEMENT PLAN JANURARY 2023 Trash Capture BMP Requirements The project must meet the following Trash Capture BMP Requirements (see Section 4.4 of the BMP Design Manual): 1) The trash capture BMP is sized for a one-year, one-hour storm event or equivalent storm drain system, and 2) the trash capture BMP captures trash equal or greater to 5mm. Description / Discussion of Trash Capture BMPs: Oldcastle floguard flat grated inlet catch basin inserts (Model FGP-36F) are being proposed at the inlets of the overflow catch basins. These help with any trash that may enter the catch basin from outleting into the street. 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): This project is exempt from Hydromodification requirements per the change exception study “Hydromodification Exemption Analysis for Select Carlsbad Watersheds” dated 9/15/15. STORM WATER QUALITY MANAGEMENT PLAN JANURARY 2023 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 Appendix H of the manual been performed? H.6.1 Site-Specific GLU Analysis H.7 Downstream Systems Sensitivity to Coarse Sediment H.7.3 Coarse Sediment Source Area Verification No optional analyses performed, the project will avoid critical coarse sediment yield areas identified based on WMAA maps If optional analyses were performed, what is the final result? No critical coarse sediment yield areas to be protected based on verification of GLUs onsite. Critical coarse sediment yield areas exist but additional analysis has determined that protection is not required. Documentation attached in Attachment 8 of the SWQMP. Critical coarse sediment yield areas exist and require protection. The project will implement management measures described in Sections H.2, H.3, and H.4 as applicable, and the areas are identified on the SWQMP Exhibit. Discussion / Additional Information: Refer to Attachment 2b for a Potential Critical Coarse Sediment Yield GIS overlay of the project area and surrounding areas. STORM WATER QUALITY MANAGEMENT PLAN JANURARY 2023 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. There are two POCs for the project: POC-1 is located along the western boundary of the site and POC-2 is along the eastern boundary of the site 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: Discussion / Additional Information: (optional) STORM WATER QUALITY MANAGEMENT PLAN JANURARY 2023 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. In the proposed condition, storm water runoff from the majority of the proposed improvements will be collected and conveyed to biofiltration basins BMP-1 and BMP-2. Due to existing grades, it is not feasible to drain a portion of the proposed access easement (Lot 6) along the western PL (Area SR-1) nor the pervious area along the eastern PL (Area SM-1) to one of the biofiltration basins. Area SR-1 is proposing a combination of pervious pavers and pervious landscape to function as a self-retaining area. Area SM-1 is entirely pervious landscape and is designated a self-mitigating area. Flow from the project will discharge to the existing storm drain and continue downstream as it does in the existing condition. The proposed drainage pattern mimics the existing condition. 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 02/22 Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750 www.carlsbadca.gov STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Project Information Project Name: Project ID: DWG No. or Building Permit No.: Baseline BMPs for Existing and Proposed Site Features Complete the Table 1 - Site Design Requirement to document existing and proposed site features and the BMPs to be implemented for them. All BMPs must be implemented where applicable and feasible. Applicability is generally assumed if a feature exists or is proposed. BMPs must be implemented for site design features where feasible. Leaving the box for a BMP unchecked means it will not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be provided in the area below. The table provides specific instructions on when explanations are required. Table 1 - Site Design Requirement A. Existing Natural Site Features (see Fact Sheet BL-1) 1. Check the boxes below for each existing feature on the site. 1. Select the BMPs to be implemented for each identified feature. Explain why any BMP not selected is infeasible in the area below. SD-G Conserve natural features SD-H Provide buffers around waterbodies Natural waterbodies Natural storage reservoirs & drainage corridors -- Natural areas, soils, & vegetation (incl. trees) -- B. BMPs for Common Impervious Outdoor Site Features (see Fact Sheet BL-2) 1. Check the boxes below for each proposed feature. 2. Select the BMPs to be implemented for each proposed feature. If neither BMP SD-B nor SD-I is selected for a feature, explain why both BMPs are infeasible in the area below. SD-B Direct runoff to pervious areas SD-I Construct surfaces from permeable materials Minimize size of impervious areas Streets and roads Check this box to confirm that all impervious areas on the site will be minimized where feasible. If this box is not checked, identify the surfaces that cannot be minimized in area below, and explain why it is Sidewalks & walkways Parking areas & lots Driveways Patios, decks, & courtyards Hardcourt recreation areas HIGHLANDS CT80-46 DWG 534-7A X X X X X X X X X X X X X □ □ □ □ □ □ □ □ □ C cityof Carlsbad □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ E-36 Page 2 of 4 Revised 02/22 Other: _______________ infeasible to do so. C. BMPs for Rooftop Areas: Check this box if rooftop areas are proposed and select at least one BMP below. If no BMPs are selected, explain why they are infeasible in the area below. (see Fact Sheet BL-3) SD-B Direct runoff to pervious areas SD-C Install green roofs SD-E Install rain barrels D. BMPs for Landscaped Areas: Check this box if landscaping is proposed and select the BMP below SD-K Sustainable Landscaping If SD-K is not selected, explain why it is infeasible in the area below. (see Fact Sheet BL-4) Provide discussion/justification for site design BMPs that will not be implemented (either partially or fully): Baseline BMPs for Pollutant-generating Sources All development projects must complete Table 2 - Source Control Requirement to identify applicable requirements for documenting pollutant-generating sources/ features and source control BMPs. BMPs must be implemented for source control features where feasible. Leaving the box for a BMP unchecked means it will not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be provided in the area below. The table provides specific instructions on when explanations are required. Table 2 - Source Control Requirement A. Management of Storm Water Discharges 1. Identify all proposed outdoor work areas below Check here if none are proposed 2. Which BMPs will be used to prevent materials from contacting rainfall or runoff? (See Fact Sheet BL-5) Select all feasible BMPs for each work area 3. Where will runoff from the work area be routed? (See Fact Sheet BL-6) Select one or more option for each work area SC-A Overhead covering SC-B Separation flows from adjacent areas SC-C Wind protection SC-D Sanitary sewer SC-E Containment system Other Trash & Refuse Storage Materials & Equipment Storage X X X XX □ □ □ D □ □ □ D D □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ E-36 Page 3 of 4 Revised 02/22 Loading & Unloading Fueling Maintenance & Repair Vehicle & Equipment Cleaning Other: _________________ B. Management of Storm Water Discharges (see Fact Sheet BL-7) Select one option for each feature below: • Storm drain inlets and catch basins … are not proposed will be labeled with stenciling or signage to discourage dumping (SC-F) • Interior work surfaces, floor drains & sumps … are not proposed will not discharge directly or indirectly to the MS4 or receiving waters • Drain lines (e.g. air conditioning, boiler, etc.) … are not proposed will not discharge directly or indirectly to the MS4 or receiving waters • Fire sprinkler test water … are not proposed will not discharge directly or indirectly to the MS4 or receiving waters Provide discussion/justification for source control BMPs that will not be implemented (either partially or fully): X X X X X X X X X X □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ E-36 Page 4 of 4 Revised 02/22 Form Certification This E-36 Form is intended to comply with applicable requirements of the city’s BMP Design Manual. I certify that it has been completed to the best of my ability and accurately reflects the project being proposed and the applicable BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I understand and acknowledge that the review of this form by City staff is confined to a review and does not relieve me as the person in charge of overseeing the selection and design of storm water BMPs for this project, of my responsibilities for project design. Preparer Signature: Date: Print preparer name: SAUL LLANES 8/30/2022 STORM WATER QUALITY MANAGEMENT PLAN JANURARY 2023 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. DMA 1 and 2 Step 1A: DMAs 1,2 are not self-mitigating, de minimis, or self-retaining. Step 1B: There are no site design BMPs proposed for the project for which the runoff factor can be adjusted. Step 2: Harvest and use is not feasible. Refer to Attachment 1c. Step 3: Infiltration is not feasible. Refer to Attachment 1d (Form I-8). Step 3C: Biofiltration BMPs (BMP-1, BMP-2) have been selected and sized per the design criteria to meet both pollutant control and hydromodification management flow control requirements. Trash Capture Oldcastle floguard flat grated inlet catch basin inserts (Model FGP-36F) are being proposed at the inlet of the overflow catch basins. These help with any trash that may enter the catch basin from outleting into the street. STORM WATER QUALITY MANAGEMENT PLAN JANURARY 2023 BIOFILTRATION (BF-1) Biofiltration systems are effective at removing sediments and pollutants which are associated with fine particles by filtration through surface vegetation and underlying engineered soil media. These systems can also delay runoff peaks by providing detention and/or retention capacity in the media layer and ponding area through the controlled release of treated runoff. The addition of vegetation not only increases the aesthetic value of these areas, but also enhances the filtration component of the system through plant uptake and helps maintain the porosity of the engineered soil layer. Biofiltration systems can be constructed as either large or small scale devices with native or amended soils. Biofiltration systems, like the system designed for this project, collect storm water from impervious areas (roof areas and other impervious surfaces) through the site’s grading design. Biofiltration systems function by allowing ponded runoff to infiltrate down through the mulch layer, amended soil layer, and the gravel layer; ultimately discharging to the onsite storm drain system through the system’s perforated under drain. The biofiltration basin area will be landscaped with a combination of ground covers, shrubs and/or trees as selected by the project’s landscape architect. Rip rap energy dissipaters will be located at points where concentrated flow enters the biofiltration basin to minimize erosion from occurring. The biofiltration system for this project has been integrated into the drainage design to meet pollutant control and hydromodification flow control requirements for the site. Storm water runoff from the majority of the proposed improvements will be collected and conveyed to the biofiltration basin for treatment. The total area draining to the biofiltration basin and receiving treatment is equal to or greater than the actual area requiring treatment. STORM WATER QUALITY MANAGEMENT PLAN JANURARY 2023 Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP-1 DWG 534-7A Sheet No. 3 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): Basin is located at the northwesterly most part of the property. The basin is 500 SF to comply with the city hydrology requirements. The overflow discharge for the 100-year storm event is conveyed by a 3’x3’ grated brooks box and piped out via a 6” PVC pipe onto a concrete spillway to the public right-of-way to mimic existing conditions. BMP Inflow (Q100) Outflow (Q100) Drawdown (hr) 1 1.04 0.25 1.6 I I I I I STORM WATER QUALITY MANAGEMENT PLAN JANURARY 2023 Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No.BMP- 2 DWG 534-7A Sheet No. 3 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): Basin is located at the southwesterly most part of the property. The basin is 1,600 SF to comply with the city hydrology requirements. The overflow discharge for the 100-year storm event is conveyed by a 3’x3’ grated brooks box and piped out via a 12” PVC pipe onto a concrete spillway to the public right-of-way to mimic existing conditions. BMP Inflow (Q100) Outflow (Q100) Drawdown (hr) 2 2.93 1.20 1.6 I I I I I STORM WATER QUALITY MANAGEMENT PLAN JANURARY 2023 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 I-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 I-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 (Required unless the entire project will use permanent storm water quality basins) Refer to Appendices J of the BMP Design Manual for Trash capture BMP design guidelines Included Not included because the entire project will use permanent storm water quality basins (i.e. infiltration, biofiltration BMPs) POC-ULTIMAT ·_ -.___ 0=1.46 CF :E B[)/1P1 ARE,!>.= 50 :E OC-1 -1 0100=0.26 CFS I V100=:t 1:sOF ~ DISCHARG~ DMA-1 BMP ~ TRAb H CAPTUIRE p 6" :E ROINTO DISCHARGE, DMA-1 ' I I ' ~- I I ' I I ' I I I ~ SOIL TYPE INFORMATION I I I I • X T r X X: X * * SOIL: TYPE B HYDROLOGIC SOILS PER WEB SOIL SURVEY APPLICATION AVAILABLE THROUGH UNITED STATES DEPARTMENT OF AGRICULTURE COARSE SEDIMENT YIELD I I I ' ' I : [8J IS1 0MA~1 "' / V y X X X ~ )ii:; X X , X x ' X X /x X : X 1X X X X X MP-2 BIOFILTRATION ix x x AREA= 1,600 SF X 1X X X, X X x i BMP3 TRASH CAPTURE ' -, ' l ! I / / / / / I / ~-.,--,c<l-z!!!"!S"',-7 - ' /r' ' / ATTACHMENT 1AAND 18 X X X X f I ( \ lo r I • "'-L-4"'-.LL.L-L<'-.L4L-L.CL.4L.LLJff-t::::---:::._-o_ I "· 1 PLAN VIEW -DMA EXHIBIT SCALE: 1" = 20' HORIZONTAL ) I DMA 1 -AREA CALCULATIONS IMPERVIOUS AREA (BUILDINGS, HARDSCAPE) PERVIOUSAREA (LANDSCAPING) (BIOFIL7RATION BASIN BMP-1) TOTAL TOTAL BASIN AREA 13,278SF % IMPERVIOUS AREA 48.3% 8,411 SF 8,367 SF 500SF 13,278SF DMA/BMP AREA (SF) POST-PROJECT SURFACE ADJUSTMENT AREA' ADJUSTED SURFACE TYPE RUNOFF FACTOR RUNOFF (SF) 1 6411 HARDSCAPE 0.9 1 5770 1 500 BMP BASIN 0.1 1 so 1 6867 LANDSCAPE 0.1 1 687 1 700 PAVERS 0.9 1 630 TOTAL 7137 'PERAPPENDIX B OF CITY OF CARLSBAD BMP DESIGN MANLIAL TOTAL DMA SIZE IMP. SIZING FACTOR MIN. AREA REQUIRED = = = 13,278SF 0.03 (FOR BIOF/LmATION BMPS) 0.03 '13,278 SF= 398 SF 500 SF PROVIDED> 398 SF REQUIRED THEREFORE, OK FOR WI\TER QL/ALITY DMA-1 -DCV CALCULATION AREA TRIBUTARY TO BMP (A) = 13,278 SF (0.30AG) WEIGHTED RUNOFF FACTOR (CX) = 0.57 TOTAL DMA SIZE (Gx • Ax) = 6,411 SF 85TH PERCENTILE STORM DEPTH (d) = 0.591N DCV(C'D'A'3,630) = 315CUFT DMA 2 -AREA CALCULATIONS IMPERVIOUS AREA (BUILDINGS, HARDSCAPE) 21,721 SF PERVIOUS AREA (LANDSCAPING) 22,518SF (BIOFIL7RATION BASIN BMP-1) 1,600 SF TOTAL 45,839SF TOTAL BASIN AREA 45,839SF % IMPERVIOUS AREA 47.4% OMA TALBE -TREATMENT (BMP-1) DMA/BMP AREA (SF] POST-PROJECT SURF ACE TYPE SU RFACE RU NOFF FACTOR ADJU STMENT FACTOR 1 2172 1 HARDSCAPE 0.9 1 1 1600 BMP BASIN 0.1 1 1 24118 LANDSCAPE 0.1 1 TOTAL DCV CALCULATION -DMA 2 AREA TRIBUTARY TO BMP (A) WEIGHTED RUNOFF FACTOR (CX) TOTAL DMA SIZE (Cx • Ax) 85TH PERCENTILE STORM DEPTH (d) DCV (C'D'A'3,630) = = = = = 45,677 SF (1.09AG) 0.57 21,721 SF 0.59 IN 1,068CUFT AREA' ADJUSTED RUNOFF (Sf ) 19549 160 24 12 22121 LEGEND PROPERTY BOUNDARY CENTERLINE OF ROAD ADJACENT PROPERTY LINE I RIGHT-OF-1/'U\Y EXISTING CONTOUR LINE PROPOSED CONTOUR LINE DMA DRAINAGE BASIN BOUNDARY BMP I BIOFILTRATION BASIN AREA ---------- ------£56--- ----256 ---- +++++++++++++++++++ +++++++++++++++++++ PROJECT SITE AREA CALCULATIONS TOTAL GROSS SITE AREA EXISTING IMPERVIOUS AREA EXISTING PERVIOUS AREA TOTAL AREA DISTURBED BY PROJECT TOTAL PROPOSED OR REPLACED IMPERVIOUS AREA AREA DISTURBED DRAJNING TO BMP PROPOSED I REPLACED IMPERVIOUS AREA TO BMP AREA DISTURBED BYPASSING BMP PROPOSED I REPLACED IMPERVIOUS AREA BYPASSING BMP 6" PERFORATED PVC SUB-DRAIN DRILL ORIFICE PER TABLE BELOW & APPROVED SWQMP • ( 3" • 59,318 SF (1.362 AC) 9,707 SF (0.22AC) 49,611 SF (1.139AC) 62,700 SF (1.44AC) 28,132 SF (0.646AC) 59,117 SF (1.357 AG) 28,132 SF (0.646AC) 201 SF(0.004AG) 0 SF (0AG) ATTACH TO INSIDE OF STORM DRAIN OVERFLOW STRUCTURE. ATTACH WITH TAMPER PROOF BOLTS AT EACH CORNER, TYP. B"XB" SQUARE, MIN. 114" THICK STEEL PLATE, HOT DIP GALVANIZE AFTER FABRICATION AND DRILLING_ PLACE NEOPRENE RING BETWEEN THE PLATE AND STRUCTURE WALL PRIOR TO ATTACHMENT FOR WATER-TIGHT CONNECTION NO CRITICAL COARSE SEDIMENT YIELD AREAS TO BE PROTECTED. REFER TO PRIORITY DEVELOPMENT PROJECT SWQMP PREPARED BY PASCO, LARET, SUITER & ASSOCIATES ROW OLDCASTLE FLOGUARD FLAT GRATED INLET CATCH BASIN INSERT FGP-36F FOR TRASH CAPTURE OR APPROVED EQUAL PL OLDCASTLE FLOGUARD FLAT GRATED INLET CATCH BASIN INSERT FGP-36F FOR TRASH CAPTURE OR APPROVED EQUAL BMP-1 DRILLED ORIFICE PLATE DETAIL (TYP.) NOTTO SCALE PUBLIC IMPROVEMENTS I PROJECT SITE DROUGHT TOLERANT PLANTS (TYP) PAVERS SDRSDC-4 RET WALL TIN 164.0 I GROUNDWATERINFORMATTON GROUNDWI\TER NOT ENCOUNTERED; ASSUMED TO BE AT DEPTHS GREATER THAN 20' TREATMENTCONTROLBMPS BIOFILTRATION BASIN BIOFILTRATION BASIN BMP-1 BMP-2 EXISTING NATURAL HYDROLOGIC FEATURES NIA - BMP SIZE & ORIFICE DIAMETER SUMMARY BMP# 1 2 3 OWNERSHIP CW SIGNATURE F1,LLC. CW SIGNATURE F1,LLC. CW SIGNATURE F1,LLC. LOCATION NORTHWEST SOUTHWEST TYPE BIOFILTRATION BASIN BIOFILTRATION BASIN CATCH BASINS OLDCASTLE FLOGUARD FOR BMP 1 &2 MODEL FGP-36F (BMP-3) BMPAREA ORIFICE LOCATION (SF) 500 BROOKS BOX IN BMP-1 1,600 BROOKS BOX IN BMP-2 NIA NIA HMPORIFICE DIAMETER (IN) 4 4 NIA J:IACTIVE JOBS/3661 DRAKOSICIVIL IREPORTSISWQMPIATTACHMENTSl1 -POLLUTANT CONTROL/1A -DMA EXHIB1n3661-DMA EXHIBIT.DWG SDRSD C-3 RET WALL TIN 162.8 10'~ SCALE 1 "=2' 36"X36" BROOKS BOX; 162.3 TG SDRSD C-1 RET_ WALL TIN164.5 I HEAlWALL PER MODIFIED SDRSD D-34 1------19.8' _______ _J_-1 :,: "' ~ OJ G) s: ---_ j_:v 161.0-- LINE OF { EXISTING GRADE _Bl-16-1c5' -- :!i $< I- 36"X36" BROOKS BOX; 164.0 TG -- IE= 160.8 B"MIN PO DING j ' ~I -u,t.ET \2' p\/~~0% MIN p\Pt-s--· -11-1~-ORIFICE PLATE (SEE -'· -11· -I I 1--'·-1 ;C -1,C 2% ", 11 _ DETAIL THIS SHEET). I I I: _ ~ _ I 1-_ -I ,- .. • . . J;:_I Tj 160.3 • ~ • • • l(PIPE COLLAR ~;' '~i I I :::__, 1 I ::: __ JI I ~I I I I. :11111 ---'----.,...........,:::_,-'--,~, -I • ,_, ,_, '-'-~-----'---• • • • ' PER SDRSD D-62 ___J I 11 [ ] 111 I~ -: I Ii:-: = I 11 I= _, I ---~bNc-~~~E-: • I --; ~.:-~~~~~T ~1~b 11 I · · 111 __ I .... ,_,, .. ,_:-· --~:I, I~ - 11 s_lPILL w_lAi-=,, -IE f· !.~~2 ;'-'-'-'-'; ----l;T T ltT rl_l 11 ~;T rllill~ I = I.I.. _,., , __ ., .,_ -· ___ ,II _,,,,.:=::::-:!,,,, __ ,1,1.=11.1 1---_!,II. __ __I ---_,,,,, __ .,,, -1-1 1 11-1 1 11-1 1111---.11111---,I 1 1-1 1 1 1-.11 11-.11111---,-_1 Ill:-1111: i-,1, • BIOFILTRATION "ENGINEERED SOIL" LAYER SHALL BE MINIMUM 18" DEEP "SANDY LOAM" SOIL MIX WITH NO MORE THAN 5% CLAY CONTENT THE MIX SHALL CONTAIN 65% SAND, 15% COMPOST OR HARDWOORD MULCH, AND 20% TOPSOIL, FREE OF STONES, STUMPS, ROOTS, OR SIMILAR OBJECTS, AND ALSO FREE OF NOXIOUS WEEDS. "314" CRUSHED ROCK LAYER SHALL BE A MINIMUM OF 12" BUT MAY BE DEEPENED TO INCREASE THE INFILTRATION AND STORAGE ABILITY OF THE DETAIL THE EFFECTIVE AREA OF THE BASIN SHALL BE LEVEL AND SHALL BE SIZED. ALL BIOFILTRATION PLANTERS TO BE DEPRESSED AT LEAST 6" BELOW ADJACENT FINISHED SURFACE "' ORIFICE PLATE TO BE INSTALLED PER DETAIL THIS SHEET BIOFIL TRA TION BMP-2 DETAIL SCALE 1"=2' 1 12" LAYER OF 314" GRAVEL "SEE NOTE BELOW 3"TYPICAL 30 MIL PVC IMPERVIOUS LINER ALONG SIDES AND BOTTOM OF BASIN 20 0 GRAPHIC SCALE: 1" = 20' 20 40 80 OMA EXHIBIT HIGHLAND-290/,-2924 HIGHLAND DR CITY OF CARLSBAD PASCO LARET SUITER & ASSC>t!A'f!ES San Diego I Encinitas I Orange Counly Phone 858.259.8212 I www.plsaenglneerlng.com PLSA3661 ATTACHMENT 1c The City of San Diego | Storm Water Standards Worksheet B.3-1 : Form I-7 | January 2018 Edition Harvest and Use Feasibility Checklist Worksheet B.3-1 : Form I-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) [Provide a summary of calculations here] 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. tras 1t it it ¢::J ¢:I □ □ □ ATTACHMENT 1d Storm Water Standards February 2016 Edition Appendices: BMP Design Manual I-3 Appendix I: Forms and Checklists Categorization of Infiltration Condition Form I-8 Part 1 - Full Infiltration Feasibility Screening Criteria Would infiltration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated? Note that it is not necessary to investigate each and every criterion in the worksheet if infiltration is precluded. Instead a letter of justification from a geotechnical professional familiar with the local conditions substantiating any geotechnical issues will be required. Criteria Screening Question Yes No 1 Is the estimated reliable infiltration rate below proposed facility locations greater than 0.5 inches per hour? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. X Provide basis: Yes. Testing demonstrates that the estimated reliable infiltration rate is 0.87 in/hr, which is greater than 0.5 in/hr Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 2 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. No Provide basis: No. This is a 5-lot project. Given the nature of the bedrock, there is a high potential for mounding, and lateral migration of groundwater, onsite and offsite, to adversely affect existing and proposed improvements, causing distress. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Shawn Foy Weedon, GE 2714 )lOL Storm Water Standards February 2016 Edition Appendices: BMP Design Manual I-4 Page 2 of 4 Criteria Screening Question Yes No 3 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, storm water pollutants or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensible evaluation of the factors presented in Appendix C.3. Provide basis: No response required. See Criteria No. 2. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 4 Can infiltration greater than 0.5 inches per hour be allowed without causing potential water balance issues such as a change of seasonality of ephemeral streams or increased discharge of contaminated groundwater to surface waters? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: No response required. See Criteria No. 2. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Part 1 Result* In the answers to rows 1-4 are “Yes” a full infiltration design is potentially feasible. The feasibility screening category is Full Infiltration If any answer from row 1-4 is “No”, infiltration may be possible to some extent but would not generally be feasible or desirable to achieve a “full infiltration” design. Proceed to Part 2 Proceed to Part 2 * To be completed using gathered site information and best professional judgement considering the definition of MEP in the MS4 Permit. Additional testing and/or studies may be required by [City Engineer] to substantiate findings. Storm Water Standards February 2016 Edition Appendices: BMP Design Manual I-5 Page 3 of 4 Part 2 - Partial Infiltration vs. No Infiltration Feasibility Screening Criteria Would infiltration of water in an appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated? Criteria Screening Question Yes No 5 Do soil and geologic conditions allow for infiltration in any appreciable rate or volume? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. X Provide basis: Testing and analyses show the near-surface earth materials have an estimated reliable infiltration rate of roughly 0.87 in/hr in the general vicinity of the proposed BMP. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 6 Can infiltration in any appreciable quantity be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. X Provide basis: If storm water infiltration into the onsite soils were to occur, there would be an increased potential for shallow perched groundwater conditions (i.e., groundwater mounding) to develop, owing to the collection of water upon the indurated and less permeable unweathered old paralic deposits, which occur at depths ranging between approximately 2 feet and 3 feet below the existing grades, within the project area. Perched groundwater conditions which would adversely affect the performance of the existing and proposed improvements, onsite and offsite, as well as the public right-of-way, and cuase distress, has a high potential to occur. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Storm Water Standards February 2016 Edition Appendices: BMP Design Manual I-6 Page 4 of 4 Criteria Screening Question Yes No 7 Can Infiltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water pollutants or other factors)? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: See criteria No. 6 Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 8 Can infiltration be allowed without violating downstream water rights? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Downstream water rights are a legal matter that do not fall under the purview of geotechnical engineering. However, there are no water courses traversing the subject site. See criteria No. 6 Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Part 2 Result* If all answers from row 5-8 are yes then partial infiltration design is potentially feasible. The feasibility screening category is Partial Infiltration. If any answer from row 5-8 is no, then infiltration of any volume is considered to be infeasible within the drainage area. The feasibility screening category is No Infiltration. No Infiltration * To be completed using gathered site information and best professional judgement considering the definition of MEP in the MS4 Permit. Additional testing and/or studies may be required by Agency/Jurisdictions to substantiate findings. Appendix I: Factor of Safety and Design Infiltration Rate Worksheet D-19 February 26, 2016 Factor of Safety Infiltration Rate Worksheet Form I-9 Factor Criteria Factor Description Assigned Weight (w) Factor Value (v) Product (p) p = w x v A Suitability Assessment Soil assessment methods 0.25 1 0.25 Predominant soil texture 0.25 1 0.25 Site soil variability 0.25 1 0.25 Depth to groundwater/impervious layer 0.25 1 0.25 ASuitability Assessment Safety Factor, S = Ep Min = 2.0 B Design Level of pretreatment/expected sediment loads 0.5 Redundancy/resiliency 0.25 Compaction during construction 0.25 BDesign Safety Factor, S = Ep total A BCombined Safety Factor, S = S x S 2.0 min observedObserved Infiltration Rate, inch/hr, K (corrected for test-specific bias)1.74 in/hr design observed totalDesign Infiltration Rate, in/hr, K = K / S 0.87 in/hr Supporting Data Briefly describe infiltration test and provide reference to test forms: See Appendix E of Geotechnical Report by GeoSoils, Inc. (2021). Table D .1-1: Considerations for Geotechnical Analysis oflnfihration Restrictions Is Element Restriction Element Applicable'? (Yes/No) BMP is within I 00' 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 Mandatory BMP is within 10' of Structures/Tanks/Walls No Consideration BMP is within IO ' of Sewer 1 Jtil ities No s BMP is within IO' of Groundwater Tahle 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 No BMP is within LO' of Property Line No Optional BMP is within Fill Depths of>S' (Existing or Proposed) No Consideration BMP is within 10' of Underground Utilities s No BMP is within 250' of Ephemeral Stream No Other (Provide detailed geotechnical suooort) -Geologic Hazards Yes Based on examination of the best available information, 0 Unrestricted l have not identified any restrictions above Result Based on examination of the best available information, X Restricted I have identified one or more restrictions above ATTACHMENT 1e Category # Description i ii Units 1 Drainage Basin ID or Name 1 2 unitless 2 85th Percentile 24-hr Storm Depth 0.59 0.59 inches 3 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 6,411 21,721 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) 6,867 24,118 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 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 13,278 45,839 sq-ft 23 Initial Runoff Factor for Standard Drainage Areas 0.49 0.48 unitless 24 Initial Runoff Factor for Dispersed & Dispersion Areas 0.00 0.00 unitless 25 Initial Weighted Runoff Factor 0.49 0.48 unitless 26 Initial Design Capture Volume 320 1,082 cubic-feet 27 Total Impervious Area Dispersed to Pervious Surface 0 0 sq-ft 28 Total Pervious Dispersion Area 0 0 sq-ft 29 Ratio of Dispersed Impervious Area to Pervious Dispersion Area n/a n/a ratio 30 Adjustment Factor for Dispersed & Dispersion Areas 1.00 1.00 ratio 31 Runoff Factor After Dispersion Techniques 0.49 0.48 unitless 32 Design Capture Volume After Dispersion Techniques 320 1,082 cubic-feet 33 Total Tree Well Volume Reduction 0 0 cubic-feet 34 Total Rain Barrel Volume Reduction 0 0 cubic-feet 35 Final Adjusted Runoff Factor 0.49 0.48 unitless 36 Final Effective Tributary Area 6,506 22,003 sq-ft 37 Initial Design Capture Volume Retained by Site Design Elements 0 0 cubic-feet 38 Final Design Capture Volume Tributary to BMP 320 1,082 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 Units 1 Drainage Basin ID or Name 1 2 unitless 2 85th Percentile Rainfall Depth 0.59 0.59 inches 3 Predominant NRCS Soil Type Within BMP Location B B unitless 4 Is proposed BMP location Restricted or Unrestricted for Infiltration Activities? Restricted Restricted unitless 5 Nature of Restriction Groundwater Groundwater unitless 6 Do Minimum Retention Requirements Apply to this Project? Yes Yes yes/no 7 Are Habitable Structures Greater than 9 Stories Proposed? No No yes/no 8 Has Geotechnical Engineer Performed an Infiltration Analysis? Yes Yes yes/no 9 Design Infiltration Rate Recommended by Geotechnical Engineer 0.000 0.000 in/hr 10 Design Infiltration Rate Used To Determine Retention Requirements 0.000 0.000 in/hr 11 Percent of Average Annual Runoff that Must be Retained within DMA 4.5% 4.5% percentage 12 Fraction of DCV Requiring Retention 0.02 0.02 ratio 13 Required Retention Volume 6 22 cubic-feet False False Automated Worksheet B.2: Retention Requirements (V2.0) Advanced Analysis Basic Analysis Result No Warning Messages Category # Description i ii Units 1 Drainage Basin ID or Name 1 2 sq-ft 2 Design Infiltration Rate Recommended 0.000 0.000 in/hr 3 Design Capture Volume Tributary to BMP 320 1,082 cubic-feet 4 Is BMP Vegetated or Unvegetated? Vegetated Vegetated unitless 5 Is BMP Impermeably Lined or Unlined? Lined Lined unitless 6 Does BMP Have an Underdrain? Underdrain Underdrain unitless 7 Does BMP Utilize Standard or Specialized Media? Standard Standard unitless 8 Provided Surface Area 500 1,600 sq-ft 9 Provided Surface Ponding Depth 8 8 inches 10 Provided Soil Media Thickness 18 18 inches 11 Provided Gravel Thickness (Total Thickness) 12 12 inches 12 Underdrain Offset 3 3 inches 13 Diameter of Underdrain or Hydromod Orifice (Select Smallest) 4.00 4.00 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 cubic-feet 19 Ponding Pore Space Available for Retention 0.00 0.00 unitless 20 Soil Media Pore Space Available for Retention 0.05 0.05 unitless 21 Gravel Pore Space Available for Retention (Above Underdrain) 0.00 0.00 unitless 22 Gravel Pore Space Available for Retention (Below Underdrain) 0.40 0.40 unitless 23 Effective Retention Depth 2.10 2.10 inches 24 Fraction of DCV Retained (Independent of Drawdown Time) 0.27 0.26 ratio 25 Calculated Retention Storage Drawdown Time 120 120 hours 26 Efficacy of Retention Processes 0.28 0.27 ratio 27 Volume Retained by BMP (Considering Drawdown Time) 90 295 cubic-feet 28 Design Capture Volume Remaining for Biofiltration 230 787 cubic-feet 29 Max Hydromod Flow Rate through Underdrain 0.6968 0.6968 cfs 30 Max Soil Filtration Rate Allowed by Underdrain Orifice 60.20 18.81 in/hr 31 Soil Media Filtration Rate per Specifications 5.00 5.00 in/hr 32 Soil Media Filtration Rate to be used for Sizing 5.00 5.00 in/hr 33 Depth Biofiltered Over 6 Hour Storm 30.00 30.00 inches 34 Ponding Pore Space Available for Biofiltration 1.00 1.00 unitless 35 Soil Media Pore Space Available for Biofiltration 0.20 0.20 unitless 36 Gravel Pore Space Available for Biofiltration (Above Underdrain) 0.40 0.40 unitless 37 Effective Depth of Biofiltration Storage 15.20 15.20 inches 38 Drawdown Time for Surface Ponding 2 2 hours 39 Drawdown Time for Effective Biofiltration Depth 3 3 hours 40 Total Depth Biofiltered 45.20 45.20 inches 41 Option 1 - Biofilter 1.50 DCV: Target Volume 345 1,181 cubic-feet 42 Option 1 - Provided Biofiltration Volume 345 1,181 cubic-feet 43 Option 2 - Store 0.75 DCV: Target Volume 173 590 cubic-feet 44 Option 2 - Provided Storage Volume 173 590 cubic-feet 45 Portion of Biofiltration Performance Standard Satisfied 1.00 1.00 ratio 46 Do Site Design Elements and BMPs Satisfy Annual Retention Requirements? Yes Yes yes/no 47 Overall Portion of Performance Standard Satisfied (BMP Efficacy Factor) 1.00 1.00 ratio 48 Deficit of Effectively Treated Stormwater 0 0 cubic-feet Biofiltration Calculations False False False False Result False False No Warning Messages Retention Calculations Automated Worksheet B.3: BMP Performance (V2.0) False False BMP Inputs ATTACHMENT 1e ATTACHMENT 1F Submittal Package FLOGARD® CATCH BASININSERT FILTER 0 Oldcastle lnfrast~~~~-0 Owater 1 - Submittal Drawing 2 - Features & Benefits 3 - Accessories 4 - Inspection & Maintenance 5 - Product Specifications Table of ConTenTs Submittal Drawing seCTion 1 Features & Benefits seCTion 2 STORMWATER Removes Pollutants from Runoff Prior to Entering Waterways Two-part stainless-steel insert to filter solids and oils/grease. Easy to install, inspect and maintain, even on small and confined sites. Efficient System Catches pollutants where they are easiest to catch, at the inlet. Variable Design Able to be retrofitted or used in new projects. Treatment Train Can be incorporated as part of a “Treatment Train”. No Standing Water Helps to minimize bacteria and odor problems. Focused Treatment Removes petroleum hydrocarbons, trash and Total Suspended Solids (TSS). Maximum Flexibility Available in a variety of standard sizes to fit round and square inlets. Economical Earn a higher return on system investment. By the Numbers*: Filter will remove up to 80% of Total Suspended Solids (TSS), at least 70% of oils and grease, and up to 40% of Total Phosphorus (TP) associated with organic debris as well as Polycyclic Aromatic Hydrocarbons (PAH) from oil leaks and spills. *Approximate for urban street application. CATCH BASIN FILTER TEST RESULTS SUMMARY Testing Agency % TSS Removal % Oil & Grease Removal % PAH Removal UCLA 80 70 to 80 U of Auckland Tonking & Taylor, Ltd(for City of Auckland) 78 to 95 U of Hawaii (for City of Honolulu) 80 20 to 40 INLET FILTRATION PUT A STOP to TSS 0 Oklcastle lnfrast~~S!!;!~~· 0 PUT A STOPto TSS Multi-Purpose Catch Basin Insert Retains Sediment, Debris, Trash and Oils/Grease FloGard® catch basin insert filters are recommended for areas subject to silt and debris as well as low-to-moderate levels of petroleum hydrocarbons (oils and grease). Examples of such areas include vehicle parking lots, aircraft ramps, truck and bus storage yards, business parks, residential and public streets. Flat-Grated Inlet Circular Frame InletCaptured debris from FloGard catch basin insert filter in Dana Point, California. Combination Inlet CATCH BASIN FILTER COMPETITIVE FEATURE COMPARISON Evaluation of Catch Basin Filters (Based on flow-comparable units) (Scale 1-10) Oldcastle Other Insert Filter Types** Flow Rate 10 7 Removal Efficiency*80%45% Capacity - Sludge & Oil 7 7 Service Life 10 3 Installation - Ease of Handling / Installation 8 6 Ease of Inspections & Maintenance 7 7 Value 10 2 *Approximate, based on field sediment removal testing in urban street application **Average Long-Term Value Comparison (Based on flow-comparable units) (Scale 1-10) Oldcastle Other Insert Filter Types** Unit Value - Initial ($/cfs treated)10 4 Installation Value ($/cfs treated)10 7 Absorbent Replacement (annual avg ($/cfs treated)10 2 Materials Replacement Value (annual avg ($/cfs treated)10 10 Maintenance Value (annual avg ($/cfs treated)10 7 Total First Year ROI ($/cfs treated)10 5 Total Annual Avg Value ($/cfs treated, avg over 20 yrs)*10 5 (800) 579-8819 oldcastleinfrastructure.com (I Oldcastle lnfrast~~l\;!~f 0 STORMWATER INLET FILTRATION FLOGARD®Catch Basin Insert Filter Catch basin insert designed to capture sediment, gross solids, trash and petroleum hydrocarbons from low (“first flush”) flows, even during the most extreme weather conditions Flat-Grated Inlet Circular Frame Inlet Combination Inlet Example Types, Sizes and Capacities: Additional sizes, including regional and custom options are available. FloGard Combination Inlet STANDARD DEPTH INLET ID Inside Dimension (inch x inch) GRADE OD Outside Dimension (inch x inch) TOTAL BYPASS CAPACITY (cu. ft. / sec.) SOLIDS STORAGE CAPACITY (cu. ft.) FILTERED FLOW (cu. ft. / sec.) SHALLOW DEPTH SOLIDS STORAGE CAPACITY (cu. ft.) FILTERED FLOW (cu. ft. / sec.) FGP-1633FGO 16 X 33 18 X 36 7.0 2.5 1.7 FGP-1633FGO8 1.4 1.1 FGP-1836FGO 18 X 36 18 X 40 6.9 2.3 1.6 FGP-1836FGO8 1.3 .9 FGP-2234FGO 22 X 34 24 X 36 8.1 3.6 2.1 FGP-2234FGO8 2.1 1.4 FGP-2436FGO 24 X 36 24 X 40 8.0 3.4 2.0 FGP-2436FGO8 1.95 1.15 STANDARD DEPTH INLET ID Inside Dimension (inch x inch) GRADE OD Outside Dimension (inch x inch) TOTAL BYPASS CAPACITY (cu. ft. / sec.) SOLIDS STORAGE CAPACITY (cu. ft.) FILTERED FLOW (cu. ft. / sec.) SHALLOW DEPTH SOLIDS STORAGE CAPACITY (cu. ft.) FILTERED FLOW (cu. ft. / sec.) FGP-12F 12 X 12 12 X 14 2.8 0.3 0.4 FGP-12F8 .15 .25 FGP-16F 16 X 16 16 X 19 4.7 0.8 0.7 FGP-16F8 .45 .4FGP-18F 18 X 18 18 X 20 4.7 0.8 0.7 FGP-18F8 .45 .4 FGP-1836F 18 X 36 18 X 40 6.9 2.3 1.6 FGP-1836F8 1.3 .9 FGP-21F 22 X 22 22 X 24 6.1 2.2 1.5 FGP-21F8 1.25 .85 FGP-24F 24 X 24 24 X 27 6.1 2.2 1.5 FGP-24F8 1.25 .85 FGP-2436F 24 X 36 24 X 40 8.0 3.4 2.0 FGP-2436F8 1.95 1.15 FGP-2448F 24 X 48 24 X 48 9.3 4.4 2.4 FGP-2448F8 2.5 1.35 FGP-32F-TN 28 X 28 32 X 32 6.3 2.2 1.5 FGP-32F8-TN 1.25 .85 FGP-30F 30 X 30 30 X 34 8.1 3.6 2.0 FGP-30F8 2.05 1.15 FGP-36F 36 X 36 36 X 40 9.1 4.6 2.4 FGP-36F8 2.65 1.35 FGP-3648F 36 X 48 40 X 48 11.5 6.8 3.2 FGP-3648F8 3.9 1.85 FGP-48F 48 X 48 48 X 54 13.2 9.5 3.9 FGP-48F8 5.45 2.25 FGP-1633F 16 X 34 18 X 36 6.9 2.3 1.6 FGP-1633F8 1.3 .9 FGP-2234F 22 X 34 24 X 36 8.0 3.4 2.0 FGP-2234F8 1.95 1.15 FloGard Flat Grated Inlet SPECIFIER CHARTSTANDARD & SHALLOW DEPTH (Data in these columns is the same for both STANDARD & SHALLOW versions) STANDARD DEPTH -20 Inches- SHALLOW DEPTH -12 Inches-MODEL NO.MODEL NO. STANDARD DEPTH -20 Inches- SHALLOW DEPTH -12 Inches- SPECIFIER CHARTSTANDARD & SHALLOW DEPTH (Data in these columns is the same for both STANDARD & SHALLOW versions)MODEL NO.MODEL NO. MODEL NUMBER INLET ID (inches) GRADE OD (inches) SOLIDS STORAGE CAPACITY (CU FT) FILTERED FLOW (CSF) TOTAL BYPASS CAPACITY (CFS) FGP-RF15F 15 18 0.3 0.4 2.8 FGP-RF18F 18 20 0.8 0.7 4.7 FGP-RF20F 20 23 0.8 0.7 4.7 FGP-RF21F 21 23.5 0.8 0.7 4.7 FGP-RF22F 22 24 0.8 0.7 4.7 FGP-RF24F 24 26 0.8 0.7 4.7 FGP-RF30F 30 32 2.2 1.5 6.1 FGP-RF36F 36 39 3.6 2.0 8.1 FloGard Circular Grated Inlet SPECIFIER CHART 0 Oklcastle lnfrast~~S!!;!~~· 0 Accessories seCTion 3 U.S. PATENT #6,551,023 & 6,872,029 FloGard® FILTER -INSTALLED INTO CATCH BASIN- GRATE ------"'<:, "ULllMATE" BYPASS FEATURES GASKET STAINLl:SS STEEL SUPPORT BASKET - Fossil Rock7"' ABSORBENT POUCHES LINER ----- SUP-PORT BASKET --- CATQ-l BASIN (FLAT GRATE STYLE) DETAIL A EXPLODED VIEW NOTTS: l f ilter insert shall have a high flow bypass feature. 2 Filter support frame shall l::e constructed from stainless steel Type 304. 3. 4. Filter medium shall l::e Fossil Rode installed and maintained ii accordance with manufacturer specifications. Storage capacity reflects SY/4 of maximum solids collection prior to impeding filtering bypass. December 2018 v.1 Rubberizer® transforms spilled hydrocarbons into a rubber-like solid on contact, and does not re-release when it is retrieved. The solidification process is non-chemical in nature allowing the US EPA to classify Rubberizer as a sorbent. This product, which comes in booms, pillows or granular form, can be used to clean oil from bilges, deck spills, around hydraulic storage tanks, under hydraulic machinery, in all engineering spaces and most importantly, in any hydrocarbon fuel spill where leaking oil comes in contact with water. Rubberizer has been used in clean-up operations around the world and is patented in 22 countries. The key advantages of the Rubberizer product line when compared to many of the characteristics of the more conventional products include: •Works on land or water borne spills•Remains buoyant•Solidifies and is landfill approved •Resistant to leaching •Does not release solidified oils under pressure •Incinerates with less that .1% residual ash•Reduces overall clean-up time•Reduces overall costs Rubberizer products sorb and transform into a rubber-like material similar to many petroleum based products like: •Gasoline •Jet Fuel •Diesel Fuels •Transformer Oils•Hydraulic Oils•Lube Oils •Aromatic Solvents •Chlorinated Solvents •Light Crudes 1 How Rubberizer® (Fossil Rock) Products Work* Rubberizer particulate is a mixture of hydrocarbon polymers plus additives resulting in a grainy material used primarily for cleanup operations where sweeping and shoveling are involved. It can also be used for clarification of various emulsions, or solidification and removal of various petroleum based slicks from the surface of water which is in a controlled state. 0 Oldcastle lnfrast~~S~!'.( December 2018 v.12 This product, (and the booms and pillows) in which it is the filler, exhibit characteristics that include: •Lightweight enabling rapid deployment and retrieval (apparent specific gravity approximately = 0.4) •Rapid sorption and solidification (measured in minutes), hydrophobic (no affinity for water)•Permanently buoyant (both before and after sorption)•Will not release solidified liquids under pressure •Resistant to leaching upon aqueous contact •High sorbed liquid to sorbent ratios (nominally 5 parts liquid to 1 part sorbent)•Minimal incineration residue (less than .1%)•Little volume increase of sorbed liquids (15% in laboratory tests, nominally 25% in field applications) One pound of this product will solidify into a rubber-like material up to 2/3 gallon of jet fuel, diesel, gasoline,transformer oil, hydraulic oils, light crude and many other liquids. *Rubberizer® = Fossil Rock 0 Oldcastle lnfrast~~S~!'.( Inspection & Maintenance seCTion 4 Inspection and Maintenance Guide DRAIN A G E P ROTECTION SY S T E M S A division of Oldcastle Infrastructure FLOGARD+PLUS® CATCH BASIN INSERT FILTER 0 Oldcastle lnfrast~~S!~!'.( ()water SCOPE: Federal, State and Local Clean Water Act regulations and those of insurance carriers require that stormwater filtration systems be maintained and serviced on a recurring basis. The intent of the regulations is to ensure that the systems, on a continuing basis, efficiently remove pollutants from stormwater runoff thereby preventing pollution of the nation’s water resources. These specifications apply to the FloGard+Plus® Catch Basin Insert Filter. RECOMMENDED FREQUENCY OF SERVICE: Drainage Protection Systems (DPS) recommends that installed FloGard+Plus Catch Basin Insert Filters be serviced on a recurring basis. Ultimately, the frequency depends on the amount of runoff, pollutant loading and interference from debris (leaves, vegetation, cans, paper, etc.); however, it is recommended that each installation be serviced a minimum of three times per year, with a change of filter medium once per year. DPS technicians are available to do an on-site evaluation, upon request. RECOMMENDED TIMING OF SERVICE: DPS guidelines for the timing of service are as follows: 1.For areas with a definite rainy season: Prior to, during and following the rainy season. 2.For areas subject to year-round rainfall: On a recurring basis (at least three times per year). 3.For areas with winter snow and summer rain: Prior to and just after the snow season and during thesummer rain season.4.For installed devices not subject to the elements (wash racks, parking garages, etc.): On a recurring basis (no less than three times per year). SERVICE PROCEDURES: 1.The catch basin grate shall be removed and set to one side. The catch basin shall be visually inspectedfor defects and possible illegal dumping. If illegal dumping has occurred, the proper authorities and property owner representative shall be notified as soon as practicable. 2.Using an industrial vacuum, the collected materials shall be removed from the liner. (Note: DPS uses a truck-mounted vacuum for servicing FloGard+Plus catch basin inserts).3.When all of the collected materials have been removed, the filter medium pouches shall be removedby unsnapping the tether from the D-ring and set to one side. The filter liner, gaskets, stainless steel frame and mounting brackets, etc., shall be inspected for continued serviceability. Minor damage or defects found shall be corrected on-the-spot and a notation made on the Maintenance Record. More extensive deficiencies that affect the efficiency of the filter (torn liner, etc.), if approved by thecustomer representative, will be corrected and an invoice submitted to the representative along with theMaintenance Record. 4.The filter medium pouches shall be inspected for defects and continued serviceability and replaced as necessary, and the pouch tethers re-attached to the liner’s D-ring.5.The grate shall be replaced. REPLACEMENT AND DISPOSAL OF EXPOSED FILTER MEDIUM AND COLLECTED DEBRIS The frequency of filter medium exchange will be in accordance with the existing DPS-Customer Maintenance Contract. DPS recommends that the medium be changed at least once per year. During the appropriate service, or if so determined by the service technician during a non-scheduled service, the filter medium will be replaced with new material. Once the exposed pouches and debris have been removed, DPS has possession and must dispose of it in accordance with local, state and federal agency requirements. DPS also has the capability of servicing all manner of storm drain filters, catch basin inserts and catch basins without inserts, underground oil/water separators, stormwater interceptors and other such devices. All DPS personnel are highly qualified technicians and are confined-space trained and certified. Call us at (888) 950-8826 for further information and assistance. 2 Product Specifications seCTion 5 PART 1 — GENERAL 1.1 Section Includes FloGard® Catch Basin Insert Filter – catch basin filtration device for stormwater treatment. 1.2 References American Society for Testing and Materials (ASTM) 1.ASTM A2402.ASTM D37863.ASTM D43554.ASTM D44915.ASTM D45336.ASTM D46327.ASTM D47518.ASTM D48339.ASTM D499110.ASTM D5261 PART 2 — PRODUCTS 2.1 Description This specification describes a Catch Basin Filtration Device that removes sediment, debris, trash and petroleum hydrocarbons (oil and grease) from water flowing into the drainage inlets during low flows (first flush) without impeding the inlet’s maximum design flow. Hydraulic calculations shall be supplied upon request. The filtration device shall incorporate a sorbent capable of collecting and containing non-soluble pollutants including, but not limited to, petroleum hydrocarbons (oil and grease). Sorbent shall be contained in separate removable containers that can easily be replaced without removing the filter liner. Filtration device shall not rely on collected sediment, debris, trash or filter liner as the medium for hydrocarbon collection. High capacity filtration devices shall incorporate a debris trap, designed to retain floatable pollutants during high flow periods and both an initial filtering bypass for moderate flows and an ultimate bypass for peak design flows. The installed device shall not impede drainage inlet’s peak design flow prior to or after the device has reached its pollutant storage capacity. 2.2 Materials Filtration device support frame and hardware shall be manufactured from Type 304 stainless steel. It shall be designed to support maximum anticipated loads from the collected pollutants and water. Field modifications, welding or painting of the device shall not be allowed. Device shall incorporate a removable filter liner made from a woven polypropylene monofilament geotextile with an apparent opening size less than 35 US Mesh and a clean flow rate of not less than 145 gallons per minute (gpm) per square foot, or stainless steel screen with opening size between 4 and 200 US Mesh. The use of a non-woven geotextile filter liner shall not be allowed. Sorbent shall be a hydrophobic material treated to attract and retain petroleum hydrocarbons and other non-soluble pollutants. It shall be non-biodegradable and non-leaching and contain no hazardous ingredients as defined by the U.S. Environmental Protection Agency (EPA). 2.3 Manufacturer Each catch basin filter device shall be a FloGard as manufactured by Oldcastle Infrastructure, 7100 Longe St, Stockton, California 95206. Phone: (800) 579-8819. PART 3 — EXECUTION 3.1 Installation Installation of filtration device shall not require extensive modification of the catch basin and shall be performed by a manufacturer-approved installation contractor. Installation contractor shall be licensed and insured in accordance with agency requirements. Filtration devices installed into grated, or combination grate with curb opening inlets shall be either supported by resting the support brackets on the grate bearing ledge (installed without the use of bolts or other anchoring devices) or mounted to the catch basin wall with easily removable separate wall mount brackets to allow for quick access to the piping system in the event of an emergency. Devices for curb opening style inlets (no grate) shall be installed across the entire width of the curb opening and shall be secured to inlet wall, across and beneath the curb opening, using corrosion-resistant anchors (Type 304 stainless steel). The use of chains or cable to secure the device shall not be allowed. Filtration devices shall be installed in such a manner as to direct all flows into the device. Distance (gaps) between the inlet wall and the device shall not exceed one half inch. Gaps of less than one half inch shall be sealed with a flexible weatherproof sealant, as approved by agency. Installation contractor shall supply agency (engineer) with an installation record, denoting the date of installation, drainage inlet location, type of drainage inlet and type and/or size of filtration device. Kristar Enterprises 1219 Briggs AvenueSanta Rosa, CA95401 (800) 579-8819 www.kristar.com Street Deposited Sediment Typical Particle Size Distribution from urban runoff TSS survey data 0.0 20.0 40.0 60.0 80.0 100.0 10 10 0 1000 10000 Particle Size (micron) Fr a c t i o n Fi n e r b y We i g h t ( % ) Woodward-Clyde (1997)Honolulu StreetSediment(2004) FloGard +Plus® TSS Removal Typical Urban Runoff Distribution* *extrapolated from available field test data 020406080100 0 20 40 60 80 100 120 140 Flux (gpm/sq ft) % re m o v a l FloGard +Plus Linear (FloGard +Plus) Testing Agency % TSS Removal % Oil & Grease Removal UCLA 80*70-80 U of AucklandTonkin & Taylor Ltd(for City of Auck- land) 95**78-86*** U of Hawaii (for Cityof Honolulu) 80*** FloGard +PLUS ®Test Results Summary *Sand larger than ~575 µm**Sand distribution ~100-1000 µm***Local street sweep material (distribution consistent with NURP) FLOGARD +PLUS® Independent field tests conducted in Hawaii and New Zealand on FloGard +PLUS® Catch Basin Insert Filters to determine removal efficiency of Total Suspended Solids (TSS). Results were extrapolated to a typical street deposited sediment particle size. Removal efficiencies were plotted and reflect effective TSS removal over a typical range of operating flow rates. Results are shown below as a function of unit internal surface area. % re m o v a l Kristar Enterprises 1219 Briggs Avenue Santa Rosa, CA 95401 (800) 579-8819 www.kristar.com Street Deposited Sediment Typical Particle Size Distribution from urban runoff TSS survey data 0.0 20.0 40.0 60.0 80.0 100.0 10 10 0 1000 10000 Particle Size (micron) Fr a c t i o n Fi n e r b y We i g h t ( % ) Woodward-Clyde (1997)Honolulu Street Sediment (2004) FloGard +Plus® TSS Removal Typical Urban Runoff Distribution* *extrapolated from available field test data 020406080100 0 20 40 60 80 100 120 140 Flux (gpm/sq ft) % re m o v a l FloGard +Plus Linear (FloGard +Plus) Testing Agency % TSS Removal % Oil & Grease Removal UCLA 80*70-80 U of AucklandTonkin & Taylor Ltd (for City of Auck- land) 95** 78-86*** U of Hawaii (for Cityof Honolulu) 80*** FloGard +PLUS ®Test Results Summary *Sand larger than ~575 µm**Sand distribution ~100-1000 µm***Local street sweep material (distribution consistent with NURP) Units are sized to fit most common styles of drainage inlet grate frames or inlet widths. Rated filtered flow capacities for each model typically exceed the required “first flush” treatment flow rate, and account for reduction in capacity as the unit accumulates suspended pollutants. Rated bypass capacity for each model also typically exceeds the inlet capacity of the catch basin. FloGard +PLUS® Catch Basin Insert Filter is an efficient inlet prefilter designed to remove suspended sediment and floatable trash and hydrocarbons from stormwater runoff in new or retrofit applications. It is ideally suited for removal of primary pollutants from paved surfaces in commercial and residential areas, or may form part of a treatment train. The device features a unique dual-bypass design, durable components, flexible installation options and easy maintenance access. Testing Agency %TSS Removal % Oil & Grease Removal UCLA 80*70-80 U of Auckland Tonkin & Taylor LTD (City of Auckland) U of Hawaii (City of Honolulu)80*** 95** 78-86*** FloGard +PLUS® Test Results Summary *Sand larger than ~ 575 um **Sand distribution ~ 100-1000 um ***Local street sweep material (distribution consistent with NURP) www.oldcastleinfrastructure.com | 800-579-8819 See product specifications for standard model details. ® 0 Oldcastle lnfrast~~S~!'.( • Owater STANDARD DEPTH INLET ID Inside Dimension (inch x inch) GRADE OD Outside Dimension (inch x inch) TOTAL BYPASS CAPACITY (cu. ft. / sec.) SOLIDS STORAGE CAPACITY (cu. ft.) FILTERED FLOW (cu. ft. / sec.) SHALLOW DEPTH SOLIDS STORAGE CAPACITY (cu. ft.) FILTERED FLOW (cu. ft. / sec.) FGP-1633FGO 16 X 33 18 X 36 7.0 2.5 1.7 FGP-1633FGO8 1.4 1.1 FGP-1836FGO 18 X 36 18 X 40 6.9 2.3 1.6 FGP-1836FGO8 1.3 .9 FGP-2234FGO 22 X 34 24 X 36 8.1 3.6 2.1 FGP-2234FGO8 2.1 1.4 FGP-2436FGO 24 X 36 24 X 40 8.0 3.4 2.0 FGP-2436FGO8 1.95 1.15 STANDARD DEPTH INLET ID Inside Dimension (inch x inch) GRADE OD Outside Dimension (inch x inch) TOTAL BYPASS CAPACITY (cu. ft. / sec.) SOLIDS STORAGE CAPACITY (cu. ft.) FILTERED FLOW (cu. ft. / sec.) SHALLOW DEPTH SOLIDS STORAGE CAPACITY (cu. ft.) FILTERED FLOW (cu. ft. / sec.) FGP-12F 12 X 12 12 X 14 2.8 0.3 0.4 FGP-12F8 .15 .25 FGP-16F 16 X 16 16 X 19 4.7 0.8 0.7 FGP-16F8 .45 .4 FGP-18F 18 X 18 18 X 20 4.7 0.8 0.7 FGP-18F8 .45 .4 FGP-1836F 18 X 36 18 X 40 6.9 2.3 1.6 FGP-1836F8 1.3 .9 FGP-21F 22 X 22 22 X 24 6.1 2.2 1.5 FGP-21F8 1.25 .85 FGP-24F 24 X 24 24 X 27 6.1 2.2 1.5 FGP-24F8 1.25 .85 FGP-2436F 24 X 36 24 X 40 8.0 3.4 2.0 FGP-2436F8 1.95 1.15 FGP-2448F 24 X 48 24 X 48 9.3 4.4 2.4 FGP-2448F8 2.5 1.35 FGP-32F-TN 28 X 28 32 X 32 6.3 2.2 1.5 FGP-32F8-TN 1.25 .85 FGP-30F 30 X 30 30 X 34 8.1 3.6 2.0 FGP-30F8 2.05 1.15 FGP-36F 36 X 36 36 X 40 9.1 4.6 2.4 FGP-36F8 2.65 1.35 FGP-3648F 36 X 48 40 X 48 11.5 6.8 3.2 FGP-3648F8 3.9 1.85 FGP-48F 48 X 48 48 X 54 13.2 9.5 3.9 FGP-48F8 5.45 2.25 FGP-1633F 16 X 34 18 X 36 6.9 2.3 1.6 FGP-1633F8 1.3 .9 FGP-2234F 22 X 34 24 X 36 8.0 3.4 2.0 FGP-2234F8 1.95 1.15 STANDARD DEPTH -20 Inches- SHALLOW DEPTH -12 Inches- FloGard Combination Inlet SPECIFIER CHART STANDARD & SHALLOW DEPTH (Data in these columns is the same for both STANDARD & SHALLOW versions)MODEL NO.MODEL NO. FloGard Flat Grated Inlet SPECIFIER CHART STANDARD & SHALLOW DEPTH (Data in these columns is the same for both STANDARD & SHALLOW versions) STANDARD DEPTH -20 Inches- SHALLOW DEPTH -12 Inches- MODEL NO.MODEL NO. U.S. PATENT #6,551,023 & 6,872,029 * MANY OTHER STANDARD & CUSTOM SIZES AND DEPTHS AVAILABLE UPON REQUEST. .. • "ULTIMATE" BYPASS FEATURE (LOUVERS & OPENINGS) SEE DETAIL C ... DEPlli STANDARD = 20 INCHES SHALLOW = 12 INCHES *CUSTOM DETAIL B SECTION VIEW FloGard" FILTER -I NSTALLED- "ULTIMATE" BYPASS FEATURE (LOUVERS & OPENINGS) DETAIL C ''ULTIMATE" BYPASS FEATURE BUILDINGSTRUCTURES OUR MARKETS TRANSPORTATION WATER ENERGYCOMMUNICATIONS June 2019 v.1 www.oldcastleinfrastructure.com 800-579-8819 FLOGARD® CATCH BASININSERT FILTER I : I 0 Oldcastle lnfrast~~S!~~f I ()water STORM WATER QUALITY MANAGEMENT PLAN JANURARY 2023 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 POC-ULTIMAT ·. -.___ 0=1.46 CF ' I I : [8J I ' I I ' I j , I 8~~ < 'r' ' 'ITT <: ' ~ ABRErylAI, __ P501 rt, ::: I 6 ;~ :a: l, \,1 vim H=="'·"'[" I\ ..,._ ___ , -_}_i;o;:·'. .. ; ~---,-. OC-1 -1 0100=0.26 CFS I V100=:·t :SOF ~ DISCHARG~ DMA-1 BMP ~ TRAb H CAPTUIRE p 6" :E IS1 0MA~1 "' / · I I I I V y :r~/;/:~:~':\~ . MP-2 .... ::i :,';f~~/{ ,;;°i;;T;:~~OSNF *? ROINTO DISCHARGE, DMA-1 SOIL TYPE INFORMATION SOIL: TYPE B HYDROLOGIC SOILS PER WEB SOIL SURVEY APPLICATION AVAILABLE THROUGH UNITED STATES DEPARTMENT OF AGRICULTURE COARSE SEDIMENT YIELD ,,\)i ::>i;::,1,, BMP3 TRASH CAPTURE ' -, ' l ! I / / / / / I / ~-~-,"'.'l-z!!!"!S"',-7 . ' /r' ' / ATTACHMENT 2A X X X f •• "-L-4"'-LL.L--'--''-L4LL,.C.L..4L.LLJff•t:::---:::._-o, I "· 1 PLAN VIEW -HMP EXHIBIT SCALE: 1" = 20' HORIZONTAL X I ( \ ) I PL OMA 1 -AREA CALCULATIONS IMPERVIOUS AREA (BUILDINGS, HARDSCAPE) PERVIOUSAREA (LANDSCAPING) (BIOFIL7RATION BASIN BMP-1) TOTAL TOTAL BASIN AREA 13,278SF % IMPERVIOUS AREA 48.3% 8,411 SF 6,367 SF 5DOSF 13,278SF OMA 2 -AREA CALCULATIONS IMPERVIOUS AREA (BUILDINGS, HARDSCAPE) 21,721 SF PERVIOUSAREA ~CLAN=D~S=CAP=IN~G~) _____ ~22=,5=18~S~F TOTAL BASIN AREA % IMPERVIOUS AREA (BIOF/LmATION BASIN BMP-1) 1,800 SF TOTAL 45,83/J SF 45,829SF 47.4% NO CRITICAL COARSE SEDIMENT YIELD AREAS TO BE PROTECTED. REFER TO PRIORITY DEVELOPMENT PROJECT SWQMP PREPARED BY PASCO, LARET, SUITER & ASSOCIATES ROW OLDCASTLE FLOGUARD FLAT GRATED INLET CATCH BASIN INSERT FGP-36F FOR TRASH CAPTURE OR APPROVED EQUAL I OLDCASTLE FLOGUARD FLAT GRATED INLET CATCH BASIN INSERT FGP-36F FOR TRASH CAPTURE OR APPROVED EQUAL PUBLIC IMPROVEMENTS I PROJECT SITE GROUNDWATERINFORMATTON GROUNDWI\TER NOT ENCOUNTERED; ASSUMED TO BE AT DEPTHS GREATER THAN 20' TREATMENTCONTROLBMPS BIOFILTRATION BASIN BIOFILTRATION BASIN BMP-1 BMP-2 EXISTING NATURAL HYDROLOGIC FEATURES NIA BMP SIZE & ORIFICE DIAMETER SUMMARY BMP# 1 2 3 OWNERSHIP CW SIGNATURE F1,LLC. CW SIGNATURE F1,LLC. CW SIGNATURE F1,LLC. LOCATION NORTHWEST SOUTHWEST TYPE BIOFILTRATION BASIN BIOFILTRATION BASIN CATCH BASINS OLDCASTLE FLOGUARD FOR BMP 1 &2 MODEL FGP-36F (BMP-3) BMPAREA (SF) 500 1,600 N/A ORIFICE LOCATION HMP ORIFICE DIAMETER (IN) BROOKS BOX IN BMP-1 BROOKS BOX IN BMP-2 N/A 4 4 N/A J:IACTIVE JOBS/3881 DRAKOSICIVIL IREPORTSISWQMPIATTACHMENTSl1 -POLLUTANT CONTROL/1A -DMA EXHIBtn3881-DM'\ EXHIBIT.DWG SDRSD C-3 RET. WALL TW 162.8 1.0'~ SCALE 1"=2' DROUGHT TOLERANT PLANTS (TYP.) 36"X36" BROOKS BOX; 162.3 TG PAVERS SDRSD C-4 RET. WALL TW 164.0 SDRSD C-1 RET. WALL I I HEAlWALL PER MODIFIED SDRSD D-34 LINE OF GRADE TW 164.5 I o, !I! o:! Gl ,: :'i S< ----j__:v 1610- rEXISTING B,..-1~ --- I • BIOFILTRATION "ENGINEERED SOIL" LAYER SHALL BE MINIMUM 18" DEEP "SANDY LOAM" SOIL MIX WITH NO MORE THAN 5% CLAY CONTENT. THE MIX SHALL CONTAIN 65% SAND, 15% COMPOST OR HARDWOORD MULCH, AND 20% TOPSOIL, FREE OF STONES, STUMPS, ROOTS, OR SIMILAR OBJECTS, AND ALSO FREE OF NOXIOUS WEEDS. •• 3/4" CRUSHED ROCK LAYER SHALL BE A MINIMUM OF 12" BUT MAY BE DEEPENED TO INCREASE THE INFILTRATION AND STORAGE ABILITY OF THE DETAIL THE EFFECTIVE AREA OF THE BASIN SHALL BE LEVEL AND SHALL BE SIZED. ALL BIOFILTRATION PLANTERS TO BE DEPRESSED AT LEAST 6" BELOW ADJACENT FINISHED SURFACE ~• ORIFICE PLATE TO BE INSTALLED PER DETAIL THIS SHEET. I- • .. ' ·- SCALE 1"=2' 8"MIN LEGEND PROPERTY BOUNDARY CENTERLINE OF ROAD ADJACENT PROPERTY LINE I RIGHT-OF-1/'U\Y EXISTING CONTOUR LINE PROPOSED CONTOUR LINE DM'\ DRAINAGE BASIN BOUNDARY BMP I BIOFILTRATION BASIN AREA SELF-RETAINING AREA ---------- ----256 ---- +++++++++++++++++++ +++++++++++++++++++ PROJECT SITE AREA CALCULATIONS TOTAL GROSS SITE AREA EXISTING IMPERVIOUS AREA EXISTING PERVIOUS AREA TOTAL AREA DISTURBED BY PROJECT TOTAL PROPOSED OR REPLACED IMPERVIOUS AREA AREA DISTURBED DRAINING TO BMP PROPOSED I REPLACED IMPERVIOUS AREA TO BMP AREA DISTURBED BYPASSING BMP PROPOSED I REPLACED IMPERVIOUS AREA BYPASSING BMP 6" PERFORATED PVC SUB-DRAIN DRILL ORIFICE PER TABLE BELOW & APPROVED SWQMP • ( • • 59,318 SF (1.362 AC) 9,707 SF (0.22AC) 49,811 SF (1.139AC) 82,700 SF (1.44AC) 28,132 SF (0.848AC) 59,117 SF (1.357 AC) 28,132 SF (0.848AC) 201 SF(0.004AC) 0 SF (OAC) ATTACH TO INSIDE OF STORM DRAIN OVERFLOW STRUCTURE. ATTACH WITH TAMPER PROOF BOLTS AT EACH CORNER, TYP. B"X8" SQUARE, MIN. 1/4" THICK STEEL PLATE, HOT DIP GALVANIZE AFTER FABRICATION AND DRILLING. PLACE NEOPRENE RING BETWEEN THE PLATE AND STRUCTURE WALL PRIOR TO ATTACHMENT FOR WATER-TIGHT CONNECTION ORIFICE PLATE DETAIL (TYP.) NOTTO SCALE GRAPHIC SCALE: 1" = 20' 20 0 20 HMP EXHIBIT-ATTACHMENT HIGHLAND-2908-2924 HIGHLAND DR CITY OF CARLSBAD 40 80 PASCO LARET SUITER & ASSC>t!A'f!ES San Diego I Encinitas I Orange Counly Phone 858.259.8212 I www.plsaenglneerlng.com PLSA3661 1P BMP-1 Alt 6 2P BMP-2 Alt 6 1L Inflow to BMP-1 2L Inflow to BMP-2 Routing Diagram for 3661 Prepared by Pasco Laret Suiter & Assoc, Printed 12/2/2022 HydroCAD® 10.20-2f s/n 10097 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link0 D 6 [j .------___J 3661 Printed 12/2/2022Prepared by Pasco Laret Suiter & Assoc Page 6HydroCAD® 10.20-2f s/n 10097 © 2022 HydroCAD Software Solutions LLC Summary for Link 1L: Inflow to BMP-1 Inflow =1.04 cfs @ 4.10 hrs, Volume=0.029 af Primary =1.04 cfs @ 4.10 hrs, Volume=0.029 af, Atten= 0%, Lag= 0.0 min Routed to Pond 1P : BMP-1 Alt 6 Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs DISCHARGE Imported from BMP-1 RatHydro.csv Link 1L: Inflow to BMP-1 Inflow Primary Hydrograph Time (hours) 95908580757065605550454035302520151050 Fl o w ( c f s ) 1 0 DISCHARGE Imported from BMP-1 RatHydro.csv 1.04 cfs 1.04 cfs 3661 Printed 12/2/2022Prepared by Pasco Laret Suiter & Assoc Page 2HydroCAD® 10.20-2f s/n 10097 © 2022 HydroCAD Software Solutions LLC Summary for Pond 1P: BMP-1 Alt 6 Inflow =1.04 cfs @ 4.10 hrs, Volume=0.029 af Outflow =0.26 cfs @ 4.19 hrs, Volume=0.029 af, Atten= 75%, Lag= 5.7 min Primary =0.26 cfs @ 4.19 hrs, Volume=0.029 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 162.00' @ 4.19 hrs Surf.Area= 500 sf Storage= 700 cf Plug-Flow detention time= 88.7 min calculated for 0.029 af (100% of inflow) Center-of-Mass det. time= 88.6 min ( 321.0 - 232.4 ) Volume Invert Avail.Storage Storage Description #1 158.80'950 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store Wet.Area (feet)(sq-ft)(%)(cubic-feet)(cubic-feet)(sq-ft) 158.80 500 0.0 0 0 500 159.80 500 40.0 200 200 579 161.30 500 20.0 150 350 698 162.50 500 100.0 600 950 793 Device Routing Invert Outlet Devices #1 Primary 158.80'6.0" Round Culvert L= 2.4' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 158.80' / 158.70' S= 0.0417 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 158.80'4.0" Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 161.97'36.0" x 36.0" Horiz. Grate C= 0.600 in 36.0" x 36.0" Grate (100% open area) Limited to weir flow at low heads #4 Device 2 158.80'5.000 in/hr Exfiltration over Surface area below 161.30' Primary OutFlow Max=0.25 cfs @ 4.19 hrs HW=162.00' (Free Discharge) 1=Culvert (Passes 0.25 cfs of 2.03 cfs potential flow) 2=Orifice (Passes 0.06 cfs of 0.73 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.06 cfs) 3=Grate (Weir Controls 0.19 cfs @ 0.55 fps) 3661 Printed 12/2/2022Prepared by Pasco Laret Suiter & Assoc Page 3HydroCAD® 10.20-2f s/n 10097 © 2022 HydroCAD Software Solutions LLC Pond 1P: BMP-1 Alt 6 Inflow Primary Hydrograph Time (hours) 95908580757065605550454035302520151050 Fl o w ( c f s ) 1 0 Peak Elev=162.00' Storage=700 cf 1.04 cfs 0.26 cfs 3661 Printed 12/2/2022Prepared by Pasco Laret Suiter & Assoc Page 7HydroCAD® 10.20-2f s/n 10097 © 2022 HydroCAD Software Solutions LLC Summary for Link 2L: Inflow to BMP-2 Inflow =2.93 cfs @ 4.13 hrs, Volume=0.128 af Primary =2.93 cfs @ 4.13 hrs, Volume=0.128 af, Atten= 0%, Lag= 0.0 min Routed to Pond 2P : BMP-2 Alt 6 Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs DISCHARGE Imported from BMP-2 RatHydro-adj.csv Link 2L: Inflow to BMP-2 Inflow Primary Hydrograph Time (hours) 95908580757065605550454035302520151050 Fl o w ( c f s ) 3 2 1 0 DISCHARGE Imported from BMP-2 RatHydro-adj.csv 2.93 cfs 2.93 cfs 3661 Printed 12/2/2022Prepared by Pasco Laret Suiter & Assoc Page 4HydroCAD® 10.20-2f s/n 10097 © 2022 HydroCAD Software Solutions LLC Summary for Pond 2P: BMP-2 Alt 6 Inflow =2.93 cfs @ 4.13 hrs, Volume=0.128 af Outflow =1.20 cfs @ 4.23 hrs, Volume=0.128 af, Atten= 59%, Lag= 5.9 min Primary =1.20 cfs @ 4.23 hrs, Volume=0.128 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 164.06' @ 4.23 hrs Surf.Area= 1,600 sf Storage= 2,332 cf Plug-Flow detention time= 85.6 min calculated for 0.128 af (100% of inflow) Center-of-Mass det. time= 85.9 min ( 301.0 - 215.1 ) Volume Invert Avail.Storage Storage Description #1 160.80'2,720 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store Wet.Area (feet)(sq-ft)(%)(cubic-feet)(cubic-feet)(sq-ft) 160.80 1,600 0.0 0 0 1,600 161.80 1,600 40.0 640 640 1,742 163.30 1,600 20.0 480 1,120 1,954 164.30 1,600 100.0 1,600 2,720 2,096 Device Routing Invert Outlet Devices #1 Primary 160.80'12.0" Round Culvert L= 13.3' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 160.80' / 159.70' S= 0.0827 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 160.80'4.0" Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 163.97'36.0" x 36.0" Horiz. Grate C= 0.600 in 36.0" x 36.0" Grate (100% open area) Limited to weir flow at low heads #4 Device 2 160.80'5.000 in/hr Exfiltration over Surface area below 163.30' Primary OutFlow Max=1.20 cfs @ 4.23 hrs HW=164.06' (Free Discharge) 1=Culvert (Passes 1.20 cfs of 7.85 cfs potential flow) 2=Orifice (Passes 0.19 cfs of 0.74 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.19 cfs) 3=Grate (Weir Controls 1.01 cfs @ 0.97 fps) 3661 Printed 12/2/2022Prepared by Pasco Laret Suiter & Assoc Page 5HydroCAD® 10.20-2f s/n 10097 © 2022 HydroCAD Software Solutions LLC Pond 2P: BMP-2 Alt 6 Inflow Primary Hydrograph Time (hours) 95908580757065605550454035302520151050 Fl o w ( c f s ) 3 2 1 0 Peak Elev=164.06' Storage=2,332 cf 2.93 cfs 1.20 cfs Manning’s n Values for Overland Flow1 The BMP Design Manuals within the County of San Diego allow for a land surface description other than short prairie grass to be used for hydromodification BMP design only if documentation provided is consistent with Table A.6 of the SWMM 5 User’s Manual. In January 2016, the EPA released the SWMM Reference Manual Volume I – Hydrology (SWMM Hydrology Reference Manual). The SWMM Hydrology Reference Manual complements the SWMM 5 User’s Manual by providing an in-depth description of the program’s hydrologic components. Table 3-5 of the SWMM Hydrology Reference Manual expounds upon Table A.6 of the SWMM 5 User’s Manual by providing Manning’s n values for additional overland flow surfaces. Therefore, in order to provide SWMM users with a wider range of land surfaces suitable for local application and to provide Copermittees with confidence in the design parameters, we recommend using the values published by Yen and Chow in Table 3-5 of the EPA SWMM Reference Manual Volume I – Hydrology. The values are provided in the table below: Overland Surface Manning value (n) Smooth asphalt pavement 0.010 Smooth impervious surface 0.011 Tar and sand pavement 0.012 Concrete pavement 0.014 Rough impervious surface 0.015 Smooth bare packed soil 0.017 Moderate bare packed soil 0.025 Rough bare packed soil 0.032 Gravel soil 0.025 Mowed poor grass 0.030 Average grass, closely clipped sod 0.040 Pasture 0.040 Timberland 0.060 Dense grass 0.060 Shrubs and bushes 0.080 Land Use Business 0.014 Semibusiness 0.022 Industrial 0.020 Dense residential 0.025 Suburban residential 0.030 Parks and lawns 0.040 1Content summarized from Improving Accuracy in Continuous Simulation Modeling: Guidance for Selecting Pervious Overland Flow Manning’s n Values in the San Diego Region (TRWE, 2016). TORY R. WALKER ENGINEERING RELIABLE SOLUTIONS IN WATER RESOURCES WATERSHED, FLOODPLAIN e? STORM WATER MANAGEMENT · RIVER RESTORATION· FLOOD FACILITIES DESIGN· SEDIMENT e? EROSION 122 CIVIC CENTER DRIVE, SUITE 206, VISTA CA 92084 · 760-414-9212 · TRWENGINEERING.COM Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/8/2021 Page 1 of 4 36 6 9 8 2 0 36 6 9 8 3 0 36 6 9 8 4 0 36 6 9 8 5 0 36 6 9 8 6 0 36 6 9 8 7 0 36 6 9 8 8 0 36 6 9 8 9 0 36 6 9 9 0 0 36 6 9 9 1 0 36 6 9 9 2 0 36 6 9 9 3 0 36 6 9 8 2 0 36 6 9 8 3 0 36 6 9 8 4 0 36 6 9 8 5 0 36 6 9 8 6 0 36 6 9 8 7 0 36 6 9 8 8 0 36 6 9 8 9 0 36 6 9 9 0 0 36 6 9 9 1 0 36 6 9 9 2 0 36 6 9 9 3 0 468370 468380 468390 468400 468410 468420 468430 468440 468450 468460 468470 468480 468490 468500 468510 468520 468530 468540 468370 468380 468390 468400 468410 468420 468430 468440 468450 468460 468470 468480 468490 468500 468510 468520 468530 468540 33° 10' 3'' N 11 7 ° 2 0 ' 2 1 ' ' W 33° 10' 3'' N 11 7 ° 2 0 ' 1 4 ' ' W 33° 10' 0'' N 11 7 ° 2 0 ' 2 1 ' ' W 33° 10' 0'' N 11 7 ° 2 0 ' 1 4 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 35 70 140 210Feet 0 10 20 40 60Meters Map Scale: 1:818 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. USDA = MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 15, May 27, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jan 24, 2020—Feb 12, 2020 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/8/2021 Page 2 of 4USDA = □ D D D D D D D D ,,..,,,. ,,..,,,. □ ■ ■ □ □ ,,..._., t-+-t ~ tllWI ,..,,. ~ • Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI MlC Marina loamy coarse sand, 2 to 9 percent slopes B 0.7 60.4% MlE Marina loamy coarse sand, 9 to 30 percent slopes B 0.5 39.6% Totals for Area of Interest 1.2 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/8/2021 Page 3 of 4USDA = Appendix G: Guidance for Continuous Simulation and Hydromodification Management Sizing Factors G-5 February 2016 Figure G.1-2: California Irrigation Management Information System "Reference Evapotranspiration Zones" SAN BERNARDINO t 9 117/ R 17 V E R S D I E G 0 16 D E 16 M P E R 18 ELCENTRD t 18 A L Appendix G: Guidance for Continuous Simulation and Hydromodification Management Sizing Factors G-6 February 2016 Table G.1-1: Monthly Average Reference Evapotranspiration by ETo Zone (inches/month and inches/day) for use in SWMM Models for Hydromodification Management Studies in San Diego County CIMIS Zones 1, 4, 6, 9, and 16 (See CIMIS ETo Zone Map) January February March April May June July August September October November December Zone in/month in/month in/month in/month in/month in/month in/month in/month in/month in/month in/month in/month 1 0.93 1.4 2.48 3.3 4.03 4.5 4.65 4.03 3.3 2.48 1.2 0.62 4 1.86 2.24 3.41 4.5 5.27 5.7 5.89 5.58 4.5 3.41 2.4 1.86 6 1.86 2.24 3.41 4.8 5.58 6.3 6.51 6.2 4.8 3.72 2.4 1.86 9 2.17 2.8 4.03 5.1 5.89 6.6 7.44 6.82 5.7 4.03 2.7 1.86 16 1.55 2.52 4.03 5.7 7.75 8.7 9.3 8.37 6.3 4.34 2.4 1.55 January February March April May June July August September October November December Days 31 28 31 30 31 30 31 31 30 31 30 31 Zone in/day in/day in/day in/day in/day in/day in/day in/day in/day in/day in/day in/day 1 0.030 0.050 0.080 0.110 0.130 0.150 0.150 0.130 0.110 0.080 0.040 0.020 4 0.060 0.080 0.110 0.150 0.170 0.190 0.190 0.180 0.150 0.110 0.080 0.060 6 0.060 0.080 0.110 0.160 0.180 0.210 0.210 0.200 0.160 0.120 0.080 0.060 9 0.070 0.100 0.130 0.170 0.190 0.220 0.240 0.220 0.190 0.130 0.090 0.060 16 0.050 0.090 0.130 0.190 0.250 0.290 0.300 0.270 0.210 0.140 0.080 0.050 I I STORM WATER QUALITY MANAGEMENT PLAN JANURARY 2023 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 STORM WATER QUALITY MANAGEMENT PLAN AUGUST 2021 HIGHLAND 25 OWNERSHIP AND MAINTENANCE FOR STRUCTURAL BMPs The operations and maintenance of the treatment control BMPs will be the responsibility of the owner. The current contact information for the responsible party is: Cross Real Estate Investors P.O. Box 231077 Encinitas, CA 92023 (858) 525-2195 A training program will be administered and implemented by Cross Real Estate Investment and shall occur at a minimum of once annually. The training program shall consist of, at a minimum: the disbursement of the brochures and flyers included in this SWQMP and a copy of the maintenance plan to all operation and maintenance staff associated with the project. A training log shall be filled out at each training session and kept for a minimum of five (5) years. Cross Real Estate Investment will complete and maintain operation and maintenance forms to adequately document all maintenance performed on the project’s treatment control BMPs. These records should be kept on file for a minimum of five (5) years and shall be made accessible to the City of Carlsbad, the State Water Resources Control Board or any other authority regulating storm water discharges for inspection upon request at any time. All waste generated from the project site is ultimately the responsibility of Cross Real Estate Investment. Disposal of sediment, debris, and trash will comply with applicable local, county, state, and federal waste control programs. Suspected hazardous waste will be analyzed to determine proper disposal methods. The following Operation and Maintenance Plan has been developed for each type of pollutant control BMP used on this project. These are minimum requirements only. The frequency and/or scope may be increased, if necessary, to meet and/or maintain the level of storm water quality treatment required of this project. All costs associated with the operation and maintenance of the pollutant control BMPs will be funded by Cross Real Estate Investment in perpetuity or until the project is sold to another entity where the responsibility would transfer with the sale of the property or an individual parcel. The project’s owner, Cross Real Estate Investment, will enter into a Stormwater Facility Maintenance Agreement as required by the City of Carlsbad, which will be executed prior to grading permit issuance. STORM WATER QUALITY MANAGEMENT PLAN AUGUST 2021 HIGHLAND 26 Biofiltration System Inspection Activities Recommended Frequency Inspect biofiltration system - Before/after rainy season - Bi-weekly during the rainy season - After a rainfall event of 0.5” or more Inspect soil and repair eroded areas Monthly Inspect for erosion or damage to vegetation, preferably at the end of the wet season to schedule dry season maintenance and before major wet season runoff to be sure the areas are ready for the wet season. However, additional inspection after periods of heavy runoff is recommended. Prior to rainy season & every other month Inspect to ensure grasses, ground covers, vegetation is well established. If not, either prepare soil and reseed or replant with appropriate alternative species. Install erosion control blankets if necessary. Every other month Check for debris and litter, areas of sediment accumulation Every other month Inspect health of trees and shrubs and vegetation Every other month Inspect system cleanouts and outfall structures Every other month Inspect for standing water and vectors Every other month Biofiltration System Maintenance Activities Recommended Frequency Remove litter and debris in conjunction with regularly scheduled landscape maintenance As part of routine, regular landscape maintenance Irrigate biofiltration area(s) during dry season (April through October) and as necessary to maintain vegetation during the rainy season. Physically remove weeds Remove sediment Apply mulch to areas devoid of mulch, especially prior to the wet season Replace damaged or diseased trees and shrubs Mow turf areas, if any Repair erosion at inflow points Unclog under drain system Remove and replace dead and diseased vegetation Replace tree stakes and wires, if any Mulch should be replaced every 2 to 3 years or when bare spots appear Every 2-3 years, or as needed Rototill or cultivate the surface if the system does not draw down in 48 hours As needed GENERAL INFORMATION Owner Name Owner Address City and Zip Contact Name Contact Phone New Contact New Phone BMP INFORMATION BMP Type BMP ID# Priority BMP Description Manufacturer BMP Location BMP Address BMP Approval Date Last Inspection Date Maintenance Frequency Comments BMP VERIFICATION AND MAINTENANCE BMP ACTIVITY YE S NO DO N ’ T KN O W N\ A COMMENTS Has the BMP been installed? Has the BMP been removed? Is the BMP operating properly? Has the BMP been replaced? If so when? Is BMP covered under a maintenance agreement? Is the BMP on a regular maintenance schedule? Has trash or other debris accumulated in or around BMP? Has the BMP been inspected during the last year? Has the BMP been maintained or cleaned during the last year? Are discharge points free of litter and debris? Has it rained since the last time the BMP was maintained? What are the sources of pollution that could impact the BMP? Leaking Vehicles Erosion/Sediments Over Irrigation Pet/Animal Waste Other________________ Trash and Debris Improvement Projects (paint, concrete wash, landscaping, etc.) Lawn clippings and yard waste Certification Statement “I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system to assure that the responsible party gathered and evaluated the information submitted. Based on my inquiry of the person or person who managed the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief true, accurate and complete, I am aware that there are significant penalties for submitting false information including the possibility of fines and other enforcement actions.” PRINT NAME: SIGNATURE DATE TREATMENT CONTROL BMP VERIFICATION FORM Pursuant to CMC 15.12.100 Please return the completed and signed form to the City of Carlsbad CMI – Storm Water Compliance 5950 El Camino Real Carlsbad, CA 92008 760-602-2780 or FAX 760-438-7178 --~-a::.~ ~, ~; l 1 I l I ' ' I I I I l ~ I T ' I ~ I I I I I - I , I , I - - - - - - I l - -I I I I I I ' I I I I I I I - ~ ' I I I I I I - STORM WATER QUALITY MANAGEMENT PLAN JANURARY 2023 ATTACHMENT 4 City standard Single Sheet BMP (SSBMP) Exhibit [Use the City’s standard Single Sheet BMP Plan.] PLOTTED 3114/2023 J:II\C71VE JOBSl3661 DRAKOSICML IDRAWINGIGRADING PLANS 1:81 ·\f \~\\ I \\~'.·-II I □ □ □ □ 7 I .\1\' I f,:zs:::::::Z3:i I ~(:\::\ 1 I ~ "Y, mh-:t⇒·=::NM~1fJ i'.3;.~{11-'-I L __ -----'----'------..,-1 '-----1.111 1 1 '--"----=.1 I ..........., 5 .. I I I 1 ·: I I ~I ~7 1:811:81 I I I BMP PLAN -....._ - E3 E3 1:811:81 i I l~----:~-----1 s-- - - - -.,,,..,..... ' □001~t=-...:.....~ I I II I I I L I I □□□ h----r-r--t-, I I II II II I 1"-- i I II I ~ II I 1=---------' IL I PLAN VIEW -SINGLE SHEET BMP PLAN SCALE: 1" = 20' HORIZONTAL PERMANENT WATER QUALITY TREATMENT FACILITY KEEPING OUR WATERWAYS CLEAN MAINTAIN WITH CARE -NO MODIFICATIONS WITHOUT AGENCY APPROVAL WATER QUALITY SIGN DETAIL NOTWSCALE NO1E: SIGN TO BE INSTALLED AT EACH BASIN 7 1:81 I 1:81 I I PARTY RESPONSIBLE FOR MAINTENANCE: NAME: CW SIGNATURE F1 LLC. ADDRESS: 5927 PRIESTLY DRIVE, SUITE 110 CARLSBAD, CA 92008 CONTACT: DAVE WARREN PHONE NO. (858) 525-2195 PLAN PREPARED BY; 4\. , /},. NAME: BRIAN ARDOLINO _--Jfbd_~?.!_r\..~d,~~~==-- COMPANY: PASCO LARET SUITERANDASSOCIATES SIGNATURE ADDRESS: 1911 SAN DIEGO AVE. SAN DIEGO, CA 92110 PHONE NO. (858) 259-8212 CERTIFICATION _______ _ BMPNOTES: 1. THESE BMPSARE MANDATORY TO BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS OR THESE PLANS. 2. NO CHANGES TO THE PROPOSED BMPS ON THIS SHEET WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. 3. NO SUBSTITUTIONS TO THE MATERIAL OR TYPES OR PLANTING TYPES WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. 4. NO OCCUPANCY WILL BE GRANTED UNTIL THE CITY INSPECTION STAFF HAS INSPECTED THIS PROJECT FOR APPROPRIATE BMP CONSTRUCTION AND INSTALLATION. 5. REFER TO MAINTENANCE AGREEMENT DOCUMENT. 6. SEE PROJECT SWQMP FOR ADDITIONAL INFORMATION. BMP TABLE BMP CONSTRUCTION AND INSPECTION NOTES: 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, AN DAT FINAL INSPECTION. 2. A WET STAMPED LETTER VERIFYING THAT PERMANENT BMPSARE 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. DRAWING NO. SHEET NO.(S) INSPECTION MAINTENANCE BMP ID# BMPTYPE SYMBOL CASQA NO. QUANTITY FREQUENCY FREQUENCY HYDROMODIFICATION & TREATMENT CONTROL 0 BIOFILTRATION t-·--.-~ TC-32 500 SF. 534-7A BASIN (BF-1) ® BIOFILTRATION t-·--.-~ TC-32 1,600 SF. 534-7A BASIN (BF-2) • • • SOURCE CONTROL © STENCILS NO DUMPING SD-13 4 DRAINS TO OCEAN 0 WATER QUALITY 2 BASIN SIGN TRASH CAPTURE BMP'S © OLDCASTLE FLOG UARD MODEL FGP-36F (BMP-3) fESS/ 1-\AEL 20 o. 71651 . 12/ • C/V\ □ TC-50 2 534-7A GRAPHIC SCALE: 1" = 20' 0 20 40 60 PASCO LARET SUITER ~ ~~~©<Ci~iilE~ San Diego I Encinitas I Orange County Phone 858.259.8212 I www.plsaengineering.com 2 QUARTERLY SEMI-ANNUALLY 2 QUARTERLY SEMI-ANNUALLY 3,6 QUARTERLY QUARTERLY "AS BUILT" RCE ___ EXP. ___ _ DATE REVIEWED BY: INSPECTOR DATE 1-----l----+------------+--+-+--t----J I 9iE6ET I CITY OF CARLSBAD I SHE6ETS I ENGINEERING DEPARTMENT l-----+--l------------------t---+--t-----t------1 ;:G:::::R::AD:::::IN:::::G~P:::::LANS::;::::::;;;::;;;FO;:R:;:=::::::::::::::::::::::::::::========::::=..=:::==::::::; DAlE INITIAL DA lE INITIAL DA lE INITIAL ENGINEER OF WORK REVISION DESCRIPTION DlHER APPROVAL aTY APPROVAL HIGHLAND DRIVE 5 LOT SINGLE FAMILY RESIDENCE (2908 -2924 HIGHLAND DRIVE) GR 2021-0044 BMP SITE PLAN PD2022-0043, PUD 2021-0043 APPROVED: JASON S. GELDERT ENGINEERING MANAGER RCE 63912 ElCPIRES 9 30 24 DAlE DWN BY: 5EI PRO.ECT NO. I DRAWING NO. CHKD BY: --CT 80-46 534-7 A RVWD BY: PLSA 3661-02