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HomeMy WebLinkAboutSDP 2021-0029; IONIS LOTS 21 & 22; SWQMP STUDY; 2022-08-02( City of Carlsbad STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) TEMPLATE E-35 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov SWQMP OUTLINE [The following outline describes what is expected in the SWQMP. Do not include the following outline as a part of the SWQMP .] Contantl>ftcfl-- Title Paae Table of Contents This template contains suggested content for a certification Certification Page page. This may be replaced by jurisdiction specific certification oa□e Project Vicinity Map Placeholder for applicant to insert a vicinity map, required for all projects City Storm Water Standards Questionnaire Form E-34 i.e., is this project a development project subject to storm water reauirements? which reauirements annlv? Base information about the project site that usually remains the Site Information Checklist same even as structural BMP designs evolve. 3B is not the place to put BMP information -BMP information goes in Forms 4, 5 and 6, and Attachments. Project applicant must acknowledge/answer each required City Standard Project Requirement Checklist Form E-36 source control BMP. Project applicant must acknowledge/answer each required site design BMP Project applicant to identify each structural BMP to be Summary of PDP Structural BMPs implemented, identify party responsible for certification following construction, future owner, and party responsible for on-going maintenance into perpetuity. BMP design information will be included in Attachments 1 and 2. There are several required elements in this backup for pollutant Attachment 1: Backup for PDP Pollutant Control BMPs control. The Attachment cover page lists the required elements as a checklist for what the applicant should include in the Attachment. Attachment 1a: OMA Exhibit A checklist of the minimum elements of the OMA Exhibit is crovided at the back of the attachment 1 cover sheet. Attachment 1 b: Tabular Summary of DMAs and Design Cacture Volume Calculations Attachment 1 c: Harvest and Use Feasibility Screening Worksheet (Form K-7 in Appendix K) to be included unless the oroiect will imolement harvest and use for all DMAs. Attachment 1d: Infiltration Feasibility Analysis Project applicant to insert infiltration feasibility analysis in accordance with BMP Desion Manual Annendix D. Project applicant to insert all applicable pollutant control BMP Attachment 1e: Pollutant Control BMP Design sizing calculations including sizing worksheets, hand Worksheets/Calculations calculations, custom spreadsheets created by the applicant, etc. Project applicant to insert sizing calculations and list of trash capture BMPs in accordance with BMP Design Manual Attachment 1f: Trash Capture BMP Requirements Appendix J for drainage areas that are only subject to trash capture requirements and not subject to pollutant control reauirements. E-35 REV 10/21 There are several required elements in this backup. The Attachment 2: Backup for PDP Hydromodification Control Attachment cover page lists the required elements as a Measures checklist for what the applicant should include in the Attachment. Attachment 2a: Hydromodification Management Exhibit A checklist of the minimum elements of the Hydromodification Manaqement Exhibit is provided. Applicant must include a copy of the WMAA map with the Attachment 2b: Management of Critical Coarse Sediment project drainage boundaries shown. Other optional analyses Yield Areas for critical coarse sediment yield areas will also be included here when applicable. The cover page provides check boxes for the annlicant to indicate what is included. Attachment 2c: Geomorphic Assessment of Receiving Placeholder to include when this applicable. Channels Attachment 2d: Flow Control Facility Design Project applicant to insert all applicable hydromodification mana□ement BMP sizin□ calculations. Attachment 3: Structural BMP Maintenance Thresholds Checklists for the contents of this attachment are provided - and Actions requirements for this information will vary depending on project status. Attachment 4: City standard Single Sheet BMP (SSBMP) A checklist of required elements to show on the plans is Exhibit provided. This is a comprehensive site plan (24" x 36" size) of the project showing the type and locations of Treatment Control, Hydromodification, Site Design, LID and Source Control BMP's. Use the City's template SSBMP plan, latest version. CITY OF CARLSBAD PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR IONIS LOTS 21 AND 22 PROJECT ID: SDP 2021-0029 DWG ---SWQMP No. ENGINEER OF WORK: JENNA CLARK RCE 91069 PREPARED FOR: lonis Pharmaceuticals, Inc 2855 Gazelle Court Carlsbad, CA 92010 (760) 931-9200 PREPARED BY: Michael Baker International 9755 Clairmont Mesa Blvd San Diego, CA 92124 (858) 614-5000 DATE: 08-02-2022 SEP O 7 2022 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 OMAs 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 [Insert City's Storm Water Standard Questionnaire (Form E-34) here] C cicyof Carlsbad STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov [ INSTRUCTIONS: To address post-development pollutants that may be generated from development projects, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual, refer to the Engineering Standards (Volume 5). This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'STANDARD PROJECT' requirements, 'STANDARD PROJECT' with TRASH CAPTURE REQUIREMENTS, or be subject to 'PRIORITY DEVELOPMENT PROJECT' (PDP) requirements. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the city. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A completed and signed questionnaire must be submitted with each development project application. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. PROJECT INFORMATION PROJECT NAME: lonis Lots 21 and 22 APN: 209-120-23 & 24 ADDRESS: Intersection of Whiptail Loop and Gazelle Court, Carlsbad, CA 209-120-27 92010 The project is (check one): Ix] New Development D Redevelopment The total proposed disturbed area is: 319,010 ft2 ( 7.3 ) acres The total proposed newly created and/or replaced impervious area is: 217.800 ft2 ( 5.0 ) 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 YES NO Date: Project ID: City Concurrence: □ □ By: E-34 Page 1 of 4 REV 09/21 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)? □ [8] 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 □ [8] 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 quidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in □ ~ accordance with the USEPA Green Streets guidance? 3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? □ ~ If you answered "yes" to one or more of the above questions, provide discussion/justification below, then go to Step 6, mark the second box stating "my project is EXEMPT from PDP ... " and complete applicant information. Discussion to justify exemption ( e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): If you answered "no" to the above questions, your project is not exempt from PDP, go to Step 3. E-34 Page 2 of 4 REV 09/21 STEP3 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. [RI □ 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 □ fRI 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 □ fRI 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 [RI development project includes develooment on anv natural slope that is twentv-five percent or qreater. 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 fRI □ 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 IZl □ site? A street, road, highway, freeway or driveway is any paved impervious surface used for the transoortation of automobiles, trucks, motorcvcles, 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 □ fRI 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 □ IZl 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 □ fRI 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 fRI □ 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 □ IZl 21 .203.040) If you answered "yes" to one or more of the above questions, your project is a PDP. If your project is a redevelopment project, go to step 4. If your project is a new project, go to step 6, check the first box stating, "My project is a PDP ... " and complete applicant information. If you answered "no" to all of the above questions, your project is a 'STANDARD PROJECT'. Go to step 5, complete the trash capture questions .. .. . . • Environmentally Sens1t1ve Areas include but are not limited to all Clean Water Act Section 303(d) 1mpa1red 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. E-34 Page 3 of 4 REV 09/21 STEP4 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 (8) = sq. ft. Percent impervious area created or replaced (8/A)*100 = % If you answered "yes", the structural BMPs required for PDP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 6, check the first box stating, "My project is a PDP ... " and complete applicant information. If you answered "no," the structural BM P's required for PDP apply to the entire development. Go to step 6, check the first box statinq, "My project is a PDP ... " and complete aoolicant information. STEPS TO BE COMPLETED FOR STANDARD PROJECTS Complete the question below regarding your Standard ProJect (SDRWQCB Order No. 2017-0077): YES NO Is the Standard Project within any of the following Priority Land Use (PLU) categories? R-23 (15-23 du/ac), R-30 (23-30 du/ac), Pl (Planned Industrial), CF (Community Facilities), GC (General □ □ Commercial), L (Local Shopping Center), R (Regional Commercial), V-8 (Village-Barrio), VC (Visitor Commercial), 0 (Office), VC/OS (Visitor Commercial/Open Space), Pl/O (Planned Industrial/Office), or Public Transoortation Station If you answered "yes", the 'STANDARD PROJECT' is subject to TRASH CAPTURE REQUIREMENTS. Go to step 6, check the third box stating, "My project is a 'STANDARD PROJECT' subject to TRASH CAPTURE REQUIREMENTS ... " and complete applicant information. If you answered "no", your project is a 'STANDARD PROJECT. Go to step 6, check the second box stating, "My project is a 'STANDARD PROJECT' ... " and complete aoolicant information. STEP& CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION ~ My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) per E-35 template for submittal at time of application. □ My project is a 'STANDARD PROJECT' OR EXEMPT from PDP and must only comply with 'STANDARD PROJECT' stormwater requirements of the BMP Manual. As part of these requirements, I will submit a "Standard Project Requirement Checklist Form E-36" and incorporate low impact development strategies throughout my project. □ My project is a 'STANDARD PROJECT' subject to TRASH CAPTURE REQUIREMENTS and must comply with TRASH CAPTURE REQUIREMENTS of the BMP Manual. I understand I must prepare a TRASH CAPTURE Storm Water Quality Management Plan (SWQMP) per E-35A template for submittal at time of application. Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply. D 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: Jenna Clark Applicant Title: Civil Engineer Applicant Signature: ~ c~ Date: 08-02-2022 E-34 Page 4 of 4 REV 09/21 SITE INFORMATION CHECKLIST Protect Summarv Information Project Name lonis Lots 21 and 22 Project ID SOP 2021-0029 Project Address Intersection of Whiptail Loop and Gazelle Court, Carlsbad, CA 92010 Assessor's Parcel Number(s) (APN(s)) 209-102-23 & 24 & 209-120-27 Project Watershed (Hydrologic Unit) Carlsbad 904.31 Parcel Area 8.3 359,806 Acres ( Souare Feet) Existing Impervious Area 0.0 Acres { 0 Square Feet) (subset of Parcel Area) Area to be disturbed by the project 7.3 Acres ( 319,010 Square Feet) (Project Area) Project Proposed Impervious Area 5.0 Acres ( 217,800 Square Feet) (subset of Project Area) Project Proposed Pervious Area 3.3 Acres ( 142,006 Square Feet) (subset of Project Area) Note: Proposed Impervious Area+ Proposed Pervious Area= Area to be Disturbed by the Project. This may be less than the Parcel Area. Description of Existing Site Condition and Drainage Patterns Current Status of the Site (select all that apply): 1 Existing development ~ Previously graded but not built out r Agricultural or other non-impervious use r Vacant, undeveloped/natural Description / Additional Information: Existing condition consists of all natural graded lots with some vegetation. There are two existing basins, one on each lot. Existing Land Cover Includes (select all that apply): ~ Vegetative Cover ~ Non-Vegetated Pervious Areas r Impervious Areas Description / Additional Information: Existing condition consists of all natural graded lots with some vegetation. There are two existing basins, one on each lot. Underlying Soil belongs to Hydrologic Soil Group (select all that apply): r NRCS Type A r NRCS Type B r I NRCS Type C ~NRCS Type D Approximate Depth to Groundwater (GW): D GW Depth < 5 feet □ 5 feet < GW Depth < 10 feet [1 10 feet < GW Depth < 20 feet ~ GW Depth > 20 feet Existing Natural Hydrologic Features (select all that apply): C Watercourses Seeps r 1 Springs □Wetlands ,O None Description/ Additional Information: .. Description of Existing Site Topography and Drainage (How is storm water runoff conveyed from the site? At a minimum, this description should answer (1) whether existing drainage conveyance is natural or urban; (2) describe existing constructed storm water conveyance systems, if applicable; and (3) is runoff from offsite conveyed through the site? if so, describe]: (1) Existing condition consists of both natural and urban drainage conveyance. (2) The easterly lot is graded north to south and drains to an existing basin. The westerly lot is graded northeast to southwest and drains to an existing basin. The basins infiltrate and higher storm events are discharged by an outlet that connects to the existing storm drain system along Whiptail Loop and is conveyed west (3) No runoff from offsite is conveyed through the project site. There is an existing ditch at the perimeter of the site that conveys run on around the project site to the west. Description of Propc,sed Site Development and Dralnaae Patterns Project Description I Proposed Land Use and/or Activities: The project consists of developing two lots with one commercial building, parking structure, and surface level parking areas. A DG Walkway is proposed at 2850 Gazelle. List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features): Buildings, hardscape, parking lots List/describe proposed pervious features of the project (e.g., landscape areas): Landscape areas Does the project include grading and changes to site topography? gYes n No Description/ Additional Information: The overall site topography is similar to the existing topography, however some grading was modified on the western and southern ends of the site. The existing slope between the two pads will be removed to construct one flat pad for the proposed building. Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)? ~Yes ::J No Description / Additional Information: The project proposes to install a new drainage system that will collect and convey storm water to treatment facilities and ultimately to the existing storm drain system along Whiptail Loop. 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 IX Interior parking garages I i Need for future indoor & structural pest control XI Landscape/Outdoor Pesticide Use I • Pools, spas, ponds, decorative fountains, and other water features K Food service I Refuse areas IX Industrial processes r Outdoor storage of equipment or materials Vehicle and Equipment Cleaning Vehicle/Equipment Repair and Maintenance Fuel Dispensing Areas I Loading Docks ><I Fire Sprinkler Test Water l Miscellaneous Drain or Wash Water IR Plazas, sidewalks, and parking lots Identification of Recelvlna 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): The project site discharges into the existing storm drain system on Whiptail Loop and is conveyed west, ultimately discharging into the Agua Hedionda Creek that drains into the Agua Hedionda Lagoon. The Agua Hedionda Lagoon discharges directly into the Pacific Ocean. 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 Agua Hedionda Creek Pathogens Agua Hedionda Creek Toxicity Agua Hedionda Creek Metals/Metalloids Agua Hedionda Creek Nutrients Agua Hedionda Creek Salinity 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): Also a Receiving Not Applicable to Anticipated from the Water Pollutant of Pollutant the Project Site Project Site Concern Sediment ✓ Nutrients ✓ ✓ Heavy Metals ✓ ✓ Organic Compounds ✓ Trash & Debris ✓ Oxygen Demanding ✓ Substances Oil & Grease ✓ Bacteria & Viruses ✓ Pesticides ✓ 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: The proposed Bio Clean Environmental Services, Inc. Modular Wetland System units are included on the Certified Full Capture System List of Trash Treatment Control Devices. Hydromodlflcatlon Manaaement Reaulrements Do hydromodification management requirements apply (see Section 1.6 of the BMP Design Manual)? K Yes, hydromodification management flow control structural BMPs required. C' 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. D 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. D 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): Flow Control for Post-Project Runotrt ~his Section only required If hydromodlflcatlon management requirements annly 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 is 1 POC for this project. POC 1 is located on the southwest of the project site in the existing storm drain where all drainage areas within the project discharge to. The existing storm drain flows west toward the receiving water. Has a geomorphic assessment been performed for the receiving channel(s)? ® No, the low flow threshold is 0.102 (default low flow threshold) C Yes, the result is the low flow threshold is 0.102 □ Yes, the result is the low flow threshold is 0.302 O Yes, the result is the low flow threshold is 0.502 If a geomorphic assessment has been performed, provide title, date, and preparer: Discussion / Additional Information: (optional) Other Site Reaulrements and Constraints When applicable, list other site requirements or constraints that will influence storm water management design, such as zoning requirements including setbacks and open space, or City codes governing minimum street width, sidewalk construction, allowable pavement types, and drainage requirements. Optional Additional Information or Continuation of Previous Sections As Needed This space provided for additional information or continuation of information from previous sections as needed. [Insert City's Standard Project Requirement Checklist Form E-36 (here)) Ccityof Carlsbad STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Project lnfonnatlon Project Name: lonis Lots 21 and 22 Plan ID: SOP 2021-0029 Permit No. DWG No. Development Services land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov Baseline BMPa for Exlatlng and Proposed Site FNturN 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 DNlgn Requirement A. Existing Natural Site Features (see Fact Sheet BL-1) 1. Check the boxes below for each existing feature on 1. Select the BMPs to be implemented for each identified feature. Explain the site. why any BMP not selected is infeasible in the area below. SD-G SD-H Conserve natural Provide buffers around waterbodies features D Natural waterbodies D D !XI Natural storage reservoirs & drainage corridors ~ -- !Kl 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 2. Select the BMPs to be implemented for each proposed feature. If neither BMP SD-B nor proposed feature. SD-I is selected for a feature, explain why both BMPs are infeasible in the area below. SD-B SD-I Minimize size of Direct runoff to pervious Construct surfaces from impervious areas areas oermeable materials D Streets and roads D D !XI Check this box to confirm igi Sidewalks & walkways 00 D that all impervious areas on the site will be minimized !Kl Parking areas & lots 00 D where feasible. IX! Driveways ~ D If this box is not checked, IKI Patios, decks, & courtyards IE D identify the surfaces that cannot be minimized in area □ Hardcourt recreation areas D D below, and explain why it is 0 Other: D D infeasible to do so. C. igi BMPs for Rooftop Areas: Check this box if rooftop areas are proposed and select at least one BMP (see Fact below. Sheet BL-3) If no BMPs are selected, explain why they are infeasible in the area below. ~ SD-B I O SD-C I D SD-E Direct runoff to pervious areas Install qreen roofs Install rain barrels E-36 Page 1 of 3 Revised 10/21 D. ~ BMPs for Landscaped Areas: Check this box if landscaping is proposed and select the BMP below (see Fact ~ SD-K Sustainable Landscaping Sheet BL-4) If SD-K is not selected, explain why if is infeasible in the area below. Provide discussion/justification for site design BMPs that will not be implemented (either partially or fully): Baaellne BMPs for Pollutant-114tneratlng SourcN 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 2. Which BMPs will be used to prevent 3. Where will runoff from the work areas below materials from contacting rainfall or work area be routed? runoff? ~ Check here if none are proposed (See Fact Sheet BL-5) (See Fact Sheet BL-6) Select all feasible BMPs for each work area Select one or more option for each work area SC-A SC-B SC-C SC-D SC-E Other Overhead Separation Wind Sanitary Containment covering flows from protection sewer system adjacent areas □ Trash & Refuse Storaqe □ □ □ □ □ D D Materials & Equipment Storaqe □ D □ □ D D D Loadinq & UnloadinQ □ u □ D D D D Fuelinq D D □ □ D D □ Maintenance & Repair □ D □ □ D D □ Vehicle & Equipment Cleaninq □ D □ □ D D 0 Other: □ □ □ □ □ □ B. Management of Storm Water Discharges (see Fact Sheet BL 7) Select one ol)tion for each feature below: • Storm drain inlets and catch basins ... □ are not proposed IX! will be labeled with stenciling or signage to discouraqe dumpinQ (SC-F) • Interior work surfaces, floor drains & D are not proposed IE will not discharge directly or indirectly to the MS4 sumps ... or receiving waters • Drain lines (e.g. air conditioning, boiler, □ are not proposed IE will not discharge directly or indirectly to the MS4 etc.) ... or receiving waters • Fire sprinkler test water ... □ are not proposed 18) will not discharge directly or indirectly to the MS4 or receivinQ waters Provide discussion/justification for source control BMPs that will not be implemented (either partially or fully): The project does not propose outdoor work areas E-36 Page 2 of 3 Revised 10/21 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. -This project is not "self-retaining" except for a portion of the existing slopes. Runoff factor was adjusted to estimate DCV. -Harvest and use is considered infeasible per Form K-7. -Infiltration is considered infeasible per Form 1-8 -OMA delineations were delineated during the site planning phase utilizing proposed site contours and proposed roof drain inlet locations. Storm water pollutant control BMPs were placed accordingly based on the OMA delineation and the DCV was calculated. -Sizing requirements were computed utilizing Appendix B.5 -Based on pollutants generated by the type of project and the 303(d) list at the receiving body water, biofiltration was selected to treat all pollutants prior to entering the public water body. [Continue on next page as necessary.] [Continued from previous page -This page is reserved for continuation of description of general strategy for structural BMP implementation at the site.] -The calculated footprints fit the site design constraints, which included limited open space to fit biofiltration basins -The selected BMPs were sized and designed accordingly using design criteria and considerations from the BMP manual fact sheets in Appendix E. -The project has met the pollutant control performance standards. Drainage Areas 1, 4, 5, and 6: Storm water is treated with a biofiltration BMP and HMP mitigation is provided with a biofiltration BMP. Drainage Areas 2, 3, 8, and 9: Storm water is treated with a proprietary compact biofiltration BMP and HMP mitigation is provided with and underground storage vault. Drainage Area 7, 10, 11, and 12: These areas were determined as self mitigating per section 5.2.1 of the BMP Design Manual. Structural BMP Summary Information [Copy this page as needed to provide information for each Individual proposed structural BMPJ Structural BMP ID No. Biofiltration Basin 1 DWG Sheet No. Type of structural BMP: □ Retention by harvest and use (HU-1) o Retention by infiltration basin (INF-1) o Retention by bioretention (INF-2) D Retention by permeable pavement (INF-3) □ Partial retention by biofiltration with partial retention (PR-1) ~ Biofiltration (BF-1) □ Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) □ Detention pond or vault for hydromodification management □ Other (describe in discussion section below) Purpose: □ Pollutant control only □ Hydromodification control only ~ Combined pollutant control and hydromodification control D Pre-treatment/forebay for another structural BMP D Other (describe in discussion section below) Discussion (as needed): Biofiltration Basin 1 detains runoff from Drainage Area 1. The basin features a basin footprint of 1528 square feet and a 0.75" orifice. Structural BMP Summary Information [Copy this page as needed to provide Information for each Individual proposed structural BMPl Structural BMP ID No. Biofiltration Basin 2 DWG Sheet No. Type of structural BMP: D Retention by harvest and use (HU-1) □ Retention by infiltration basin (INF-1) □ Retention by bioretention (INF-2) □ Retention by permeable pavement (INF-3) □ Partial retention by biofiltration with partial retention (PR-1 ) ~ Biofiltration (BF-1) □ Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) D Detention pond or vault for hydromodification management D Other (describe in discussion section below) Purpose: D Pollutant control only D Hydromodification control only ~ Combined pollutant control and hydromodification control D Pre-treatment/forebay for another structural BMP D Other (describe in discussion section below) Discussion (as needed): Biofiltration Basin 2 detains runoff from Drainage Area 4. The basin features a basin footprint of 2,160 square feet and a 0.75" orifice. Structural BMP Summary Information (Copy this page as needed to provide Information for each Individual proposed structural BMPl Structural BMP ID No. Biofiltration Basin 3 DWG Sheet No. Type of structural BMP: o Retention by harvest and use (HU-1) □ Retention by infiltration basin (INF-1) □ Retention by bioretention (INF-2) □ Retention by permeable pavement (INF-3) D Partial retention by biofiltration with partial retention (PR-1) @ Biofiltration (BF-1) D 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 I& Combined pollutant control and hydromodification control □ Pre-treatmenUforebay for another structural BMP D Other (describe in discussion section below) Discussion (as needed): Biofiltration Basin 3 detains runoff from Drainage Area 6. The basin features a basin footprint of 1,671 square feet and a 0.75" orifice. Structural BMP Summary lnfonnatlon [Copy this page as needed to provide infonnatlon for each individual proposed structural BMPl Structural BMP ID No. Biofiltration Basin 4 DWG Sheet No. Type of structural BMP: D Retention by harvest and use (HU-1) □ Retention by infiltration basin (INF-1 ) □ Retention by bioretention (INF-2) □ Retention by permeable pavement (INF-3) □ Partial retention by biofiltration with partial retention (PR-1) ® Biofiltration (BF-1) □ Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) □ Detention pond or vault for hydromodification management □ Other (describe in discussion section below) Purpose: □ Pollutant control only □ Hydromodification control only ~ Combined pollutant control and hydromodification control □ Pre-treatment/forebay for another structural BMP D Other (describe in discussion section below) Discussion (as needed): Biofiltration Basin 4 detains runoff from Drainage Area 5. The basin features a basin footprint of 1,876 square feet and a 0.75" orifice. Structural BMP Summary Information [Copy this page as needed to provide information for each Individual proposed structural BMPl Structural BMP ID No. MWS-1 DWG Sheet No. Type of structural BMP: o Retention by harvest and use (HU-1) □ Retention by infiltration basin (INF-1) D Retention by bioretention (INF-2) D Retention by permeable pavement (INF-3) D Partial retention by biofiltration with partial retention (PR-1) □ Biofiltration (BF-1) D 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) D Detention pond or vault for hydromodification management ~ Other (describe in discussion section below) -BF-3 Compact Biofiltration Purpose: i Pollutant control only o Hydromodification control only D Combined pollutant control and hydromodification control D Pre-treatment/forebay for another structural BMP D Other (describe in discussion section below) Discussion (as needed): MWS-1 is a MWS-L-4-4 type proprietary biofiltration BMP manufactured by BioClean. The unit features a treatment flowrate of 0.052 cfs, which is in excess of the required treatment flowrate of 0.031 cfs. The unit treats runoff from Drainage Area 2 and is located upstream of Storage Vault 1. Structural BMP Summary lnfonnation [Copy this page as needed to provide infonnatlon for each Individual proposed structural BMPl Structural BMP ID No. MWS-2 DWG Sheet No. Type of structural BMP: □ Retention by harvest and use (HU-1) D Retention by infiltration basin (INF-1) □ Retention by bioretention (INF-2) D Retention by permeable pavement (INF-3) □ Partial retention by biofiltration with partial retention (PR-1) □ Biofiltration (BF-1) □ Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) D Detention pond or vault for hydromodification management 1~ Other (describe in discussion section below) -BF-3 Compact Biofiltration Purpose: !>.a Pollutant control only D Hydromodification control only D Combined pollutant control and hydromodification control D Pre-treatment/forebay for another structural BMP D Other (describe in discussion section below) Discussion (as needed): MWS-2 is a MWS-L-8-12 type proprietary biofiltration BMP manufactured by BioClean. The unit features a treatment flowrate of 0.346 cfs, which is in excess of the required treatment flowrate of 0.329 cfs. The unit treats runoff from Drainage Area 3 and is located upstream of Storage Vault 1. Structural BMP Summary lnfonnation [Copy this page as needed to provide lnfonnatlon for each Individual proposed structural BMPl Structural BMP ID No. MWS-3 DWG Sheet No. Type of structural BMP: □ Retention by harvest and use (HU-1) □ Retention by infiltration basin (I NF-1) D Retention by bioretention (INF-2) □ Retention by permeable pavement (INF-3) □ Partial retention by biofiltration with partial retention (PR-1) D Biofiltration (BF-1 ) □ Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) □ Detention pond or vault for hydromodification management ~ Other (describe in discussion section below) -BF-3 Compact Biofiltration Purpose: ~ Pollutant control only D 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): MWS-3 is a MWS-L-8-16 type proprietary biofiltration BMP manufactured by BioClean. The unit features a treatment flowrate of 0.449 cfs, which is in excess of the required treatment flowrate of 0.462 cfs. The unit treats runoff from Drainage Area 8 and is located upstream of Storage Vault 2. Structural BMP Summary lnfonnation [Copy this page as needed to provide lnfonnatlon for each individual proposed structural BMPl Structural BMP ID No. MWS-4 DWG Sheet No. Type of structural BMP: o Retention by harvest and use (HU-1) D Retention by infiltration basin (INF-1) D Retention by bioretention (INF-2) o Retention by permeable pavement (INF-3) o Partial retention by biofiltration with partial retention (PR-1) D Biofiltration (BF-1) D 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) D Detention pond or vault for hydromodification management [g Other (describe in discussion section below} -BF-3 Compact Biofiltration Purpose: ~ Pollutant control only □ Hydromodification control only D Combined pollutant control and hydromodification control D Pre-treatment/forebay for another structural BMP D Other (describe in discussion section below) Discussion (as needed): MWS-4 is a MWS-L-4-8 type proprietary biofiltration BMP manufactured by BioClean. The unit features a treatment flowrate of 0.092 cfs, which is in excess of the required treatment flowrate of 0.115 cfs. The unit treats runoff from Drainage Area 9 and is located downstream of Storage Vault 2. Structural BMP Summary lnfonnation [Copy this page as needed to provide lnfonnatlon for each Individual proposed structural BMP] Structural BMP ID No. Storage Vault 1 DWG Sheet No. Type of structural BMP: D Retention by harvest and use (HU-1) D Retention by infiltration basin (INF-1) D Retention by bioretention (INF-2) D Retention by permeable pavement (lNF-3) □ Partial retention by biofiltration with partial retention (PR-1) □ Biofiltration (BF-1) □ Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) ~ Detention pond or vault for hydromodification management D Other ( describe in discussion section below) Purpose: D Pollutant control only ~ Hydromodification control only D Combined pollutant control and hydromodification control D Pre-treatment/forebay for another structural BMP O Other (describe in discussion section below) Discussion (as needed): Storage Vault 1 is located upstream of MWS-1 . Storage Vault 1 is a proprietary detention unit (UrbanPond) manufactured by BioClean. The unit features a flood control storage for approximately 7840 cubic feet with a 8' weir that's 4" below the vault top, a 0.99" water quality orifice at the vault bottom, and 1 -3"x7.5" weir slot orifice at 6.05' from the vault bottom. Structural BMP Summary Information [Copy this page as needed to provide Information for each individual proposed structural BMPl Structural BMP ID No. Storage Vault 2 DWG Sheet No. Type of structural BMP: D Retention by harvest and use (HU-1) □ Retention by infiltration basin (INF-1) □ Retention by bioretention (INF-2) o Retention by permeable pavement (INF-3) D Partial retention by biofiltration with partial retention (PR-1) D Biofiltration (BF-1) D Flow-thru treatment control included as pre-treatmenUforebay 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: D Pollutant control only ~ Hydromodification control only □ Combined pollutant control and hydromodification control D Pre-treatment/forebay for another structural BMP O Other (describe in discussion section below) Discussion (as needed): Storage Vault 2 is located upstream of MWS-2. Storage Vault 2 is a proprietary detention unit (UrbanPond) manufactured by BioClean. The unit features a flood control storage for approximately 10,526 cubic feet with a 8' weir that's 11" below the vault top, a 1.2" water quality orifice at the vault bottom, and 1 -3"x12" weir slot orifice at 5.4' from the vault bottom. , ... Attachment Seauence .. Attachment 1 a Attachment 1 b - -Attachment 1 c .. Attachment 1 d Attachment 1e Attachment 1f 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: Contents Checklist DMA Exhibit (Required) K Included See OMA Exhibit Checklist on the back of this Attachment cover sheet. (24"x36" Exhibit tvnicallv reauired) Tabular Summary of DMAs Showing OMA ID I I Included on OMA matching OMA Exhibit, OMA Area, and DMA Exhibit in Attachment Type (Required)" 1a X Included as *Provide table in this Attachment OR on OMA Attachment 1 b, Exhibit in Attachment 1a separate from OMA Exhibit Form K-7, Harvest and Use Feasibility Screening ~ Included Checklist (Required unless the entire project will I I Not included because use infiltration BMPs) the entire project will use infiltration BMPs Refer to Appendix B of the BMP Design Manual to comnlete Form K-7. Infiltration Feasibility Analysis (Required unless rx. Included the project will use harvest and use BMPs) Not included because the entire project will Refer to Appendix D of the BMP Design Manual. use harvest and use BMPs Pollutant Control BMP Design Worksheets / M Included Calculations (Required) Refer to Appendices B, E, and I of the BMP Design Manual for structural pollutant control and sianificant site desian BMP desian auidelines Trash Capture BMP Design Calculations ~ Included (Required unless the entire project will use I I Not included because permanent storm water quality basins) the entire project will use permanent storm Refer to Appendices J of the BMP Design Manual water quality basins for Trash capture BMP design guidelines (i.e. infiltration, biofiltration BM Ps \ • Use this checklist to ensure the required information has been included on the DMA Exhibit: The DMA Exhibit must identify: l>:l Underlying hydrologic soil group l>< Approximate depth to groundwater l>< Existing natural hydrologic features (watercourses, seeps, springs, wetlands) l>< Critical coarse sediment yield areas to be protected (if present) X Existing topography and impervious areas t>< Existing and proposed site drainage network and connections to drainage offsite )I'.] Proposed grading )I'.] Proposed impervious features )I'.] Proposed design features and surface treatments used to minimize imperviousness rx Drainage management area (OMA) boundaries, OMA ID numbers, and OMA areas (square footage or acreage), and OMA type (i.e., drains to BMP, self-retaining, or self-mitigating) ~ Structural BMPs (identify location and type of BMP) ~ Tabular OMA Summary Attachment 1 b Worksheet B-1: Tabular Summary of DMAs ~:mm ~ ~ [i'] w ~~-. . . OMA Unique Area Impervious Area Weighted DCV Treated By Pollutant Control Drains to Identifier (ac) Area %Imp HSG Runoff (cf) (BMPID) Type (POC ID) (ac) Coefficient 1 0.56 0.45 81 D 0.85 1025 Biofiltration Basin 1 Biofiltration 1 2 0.12 0.11 91 D 0.85 235 MWS-1 Biofiltration 1 3 1.29 1.07 83 D 0.85 2400 MWS-2 Bio filtration 1 4 0.85 0.74 87 D 0.85 1528 Biofiltration Basin 2 Biofiltration 1 5 0.77 0.60 78 D 0.85 1379 Biofiltration Basin 4 Biofiltration 1 6 0.69 0.49 71 D 0.85 1166 Biofiltration Basin 3 Biofiltration 1 7 0.84 0 0 D 0.85 -Self-Mitigating BiofiJtration 1 8 1.72 1.45 84 D 0.85 2603 MWS-3 Biofiltration 1 9 0.35 0.09 26 D 0.85 246 MWS-4 Biofiltration 1 10 0.81 0 0 D 0.85 . Self-Mitigating Biofiltration 1 11 0.15 0 0 D 0.85 . Self-Mitigating Biofiltration 1 12 0.11 0 0 D 0.85 . Self-Mitigating Biofiltration 1 h'1' r . ,. -. ,1 Ii' '!-ur' ·~ ... ·~ ., 'P'~ \1 ,._ Total OMA Total Area Weighted NoofDMAs Area Impervious %Imp HSG Runoff Total DCV Total Treated Area Pollutant Control No. of POCs Area (cf) Ac) Type (ac) (ac) Coefficient u 8.3 5 so D 0.85 10582 8.3 Biofiltration 1 - ·-·--- - - - TABLE OF CONTENTS I. PURPOSE AND SCOPE ...................................................................................................................... I 2. PREVIOUS SITE DEVELOPMENT ................................................................................................... I 3. SITE AND PROJECT DESCRIPTION. ···················································································2 4. SOIL AND GEOLOGIC CONDITIONS ····························2 ·······························3 ····························3 4.1 Compacted Fill (Qcf) .................. . 4.2 Granitic Rock (Kgr) ................................................ . 5. RIPPABILITY AND ROCK CONSIDERATIONS ......... . •••••••••••••••••••••••••••• 3 6. GROUNDWATER .............................................................................................................................. 4 7. GEOLOGIC HAZARDS ..................................................................................................................... 4 7.1 Gr?un_d _Rupture ......................................................................................................................... 4 7 .2 Se1sm1c1ty ................................................................................................................................... 4 7.3 Subsidence ................................................................................................................................. 4 7.4 Tsunamis and Seiches ................................................................................................................ 5 7.5 Flooding ...................................................................................................................................... 5 7.6 Liquefaction and Seismically Induced Settlement. ..................................................................... 5 7.7 Landslides.................................... . ............................................................................. 5 8. CONCLUSIONS AND RECOMMENDATIONS ............................................................................... 6 8. I General. ....................................................................................................................................... 6 8.2 Excavation and Soil Characteristics ........................................................................................... 6 8.3 Grading Recommendations ........................................................................................................ 8 8.4 Subdra1ns .................................................................................................................................. I 0 8.5 Sl(?pe~ ......... : ................ _. .............................................................................................................. 10 8.6 Seismic Design Cntcna ............................................................................................................ 11 8.7 Shallow Foundations ................................................................................................................ 13 8.8 Interior Concrete Slabs-on-Grade ............................................................................................. 15 8.9 Conventional Retaining Wall Recommendations ..................................................................... 16 8.1 0 Lateral Loading ......................................................................................................................... 20 8.11 Preliminary Pavement Recommendations -Flexible and Rigid .............................................. 20 8. 12 Exterior Concrete Flatwork ...................................................................................................... 24 8.13 Stonn Water Management (Detention Bio-Basins, Bioswales, Permeable Pavers) ................. 25 8.14 Site Drainage and Moisture Protection ..................................................................................... 26 8.15 Slope Maintenance .................................................................................................................... 27 8.16 Grading, Foundation and Retaining Wall Plan Review ............................................................ 27 LIMITATIONS AND UNIFORMITY OF CONDITIONS MAPS AND ILLUSTRATIONS Figure I, Vicinity Map Figure 2, Geologic Map Figure 3, Geologic Cross-Sections A-A' through C-C' APPENDIX A LABORATORY TESTING (Geocon Incorporated, 2007) APPENDIX B City of Carlsbad BMP Design Manual -Catef{orization of lnjillration Feasibility Condition (Form l-8) APPENDIXC RECOMMENDED GRADING SPECIFICATIONS LIST OF REFERENCES of equipment to utilize for future excavation operations. Due to the limited areas of available fill volume, it is unlikely that the oversize material could be placed as compacted fill during the grading operation; hence, the oversize material may need to be exported or crushed to an appropriate size for fill placement. 8.2.2 The laboratory testing that we performed on soil samples collected during mass grading operations indicate that the prevailing soils within approximately 3 feet of grade have an Expansion Index (EI) less than 20 and are defined as "non-expansive" as defined by 201 9 California Building Code (CBC) Section 1803.5.3. Appendix A, Table A-III presents the laboratory expansion potential test results. Table 8.2 presents soil classifications based on the expansion index. We expect the majority of the on-site soils possess a very low expansion potential. We will perform additional expansion index testing after completion of grading operations to evaluate the expansion potential of material present within the upper approximately 3 feet of ultimate design finish elevation. TABLE 8.2 EXPANSION CLASSIFICATION BASED ON EXPANSION INDEX Expansion Index (El) ASTM D 4829 2019 CBC Expansion Classification Expansion Classification 0 -20 Very Low Non-Expansive 21-50 Low 51-90 Medium 91 -130 High Expansive Greater Than 130 Very High 8.2.3 We performed laboratory tests on samples collected during previous grading to evaluate the percentage of water-soluble sulfate content. Appendix A, Table A-IV presents results of the laboratory water-soluble sulfate content tests. The test results indicate the on-site materials at the locations tested possess "SO" sulfate exposure to concrete structures as defined by 2019 CBC Section 1904 and ACl 31 8-14 Chapter 19. The presence of water-soluble sulfates is not a visual ly discernible characteristic; therefore, other soil samples from the site could y ield different concentrations. Additionally, over time landscaping activities (i.e., addition of fertilizers and other soil nutrients) may affect the concentration. We will perform additional water-soluble sulfate testing after completion of grading operations to evaluate the sulfate exposure of material present within the upper approximately 3 feet of ultimate design finish elevation. (ieoc1111 l'ro1.:ct '\o. 1)(,-1-12-32-., I,\ -7-Dclnhcr 19. 2021 8.5.3 Fill slopes should be compacted by backrolling with a loaded sheepsfoot roller at vertical intervals not to exceed four feet and should be track-walked at the completion of each s lope such that the fill soils are uniformly compacted to at least 90 percent relative compaction to the face of the finished slope. Alternatively, the fill slope may be over-built at least three feet and cut back to yield a properly compacted slope face. 8.5.4 Cut slopes in rock materials (granitic rock) do not lend themselves to conventional slope stability analyses. Based on experience with similar rock conditions, 2: I cut slopes to the planned heights of up to 15 feet should possess a factor of safety of at least l .5 with respect to slope instability, if free of adversely oriented joints or fractures. 8.5.5 Although rare, the most common mode of instability for rock slopes is shallow wedge failure from intersecting fault planes or clay filled joints/fractures dipping out of slope. We recommend that cut slopes be observed during grading by an engineering geologist to confim1 that the geologic conditions do not differ significantly from those anticipated. fn the event that adverse conditions are observed, stabilization recommendations (i.e., buttresses, stability fill s) can be provided. 8.5.6 Slopes should be landscaped with drought-tolerant vegetation having variable root depths and requiring minimal landscape irrigation. In addition, all slopes should be drained and properly maintained to reduce erosion. Slope planting should generally consist of drought tolerant plants having a variable root depth. Slope watering should be kept to a minimum to just support the plant growth. 8.6 Seismic Design Criteria 8.6.1 Table 8.6.1 summarizes site-specific design criteria obtained from the 2019 California Building Code (CBC; Based on the 2018 International Building Code [IBC] and ASCE 7- 16), Chapter 16 Structural Design, Section I 613 Earthquake Loads. We used the computer program US. Seismic Design Maps, provided by the Structural Engineers Association of California (SEAOC) to calculate the seismic design parameters. The short spectral response uses a period of 0.2 second. Based on soil conditions and planned grading, the proposed structures and improvements (where applicable) should be designed using Site Class C. We evaluated the Site Class based on the discussion in Section 1613.2.2 of the 20 I 9 CBC and Table 20.3-1 of ASCE 7-16. The values presented herein are for the risk-targeted maximum considered earthquake (MCER). < ,cown l'ro1cc1 No. 06--1--12-32-J I,\ -11 -(klohcr 19. 2021 8.8 Interior Concrete Slabs-on-Grade 8.8.1 Concrete slabs-on-grade for the structures should be constructed in accordance with Table 8.8. TABLE 8.8 MINIMUM CONCRETE SLAB-ON-GRADE RECOMMENDATIONS Parameter Laboratory/Office Building Parking Garag~ I'' Level Slab-On-Grade Slab-On-Grade* Minimum Concrete Slab Thickness 5.0 inches 5.5 inches Minimum Steel Reinforcement No. 3 Bars 18 Inches on No. 3 Bars 24 Lnches on Center, Both Directions Center, Both Directions Typical Slab Underlayment 3 to 4 Inches of 3 to 4 Inches of Sand/Gravel/Base Sand/Gravel/Base Design Expansion Index 50 or less 50 or less * Assumes parking structure will be subjected to vehicular loads imposed by cars and light trucks. The project structural engineer should design the slabs for the subsequent above ground parking levels and provide reinforcement recommendations. 8.8.2 The concrete slab-on-grade recommendations are based on soil support characteristics only. If the slabs will be subjected to heavy loads, consideration should be given to increas ing the slab thickness and reinforcement. The project structural engineer should design interior concrete slabs-on-grade that will be subjected to heavy loading (i.e., fork lift, heavy storage areas). Subgrade soils supporting heavy loaded slabs should be compacted to at least 95 percent relative compaction. 8.8.3 A vapor retarder should underlie slabs that may receive moisture-sensitive floor coverings or may be used to store moisture-sensitive materials. The vapor retarder design should be consistent with the guideli nes presented in the American Concrete Instinite's (ACI) Guide for Concrete Slabs that Receive Moisture-Sensitive Flooring Materials (AC] 302.2R-06). In addition, the membrane should be installed in a manner that prevents puncture in accordance with manufacturer's recommendations and ASTM requirements. The project architect or developer should specify the type of vapor retarder used based on the type of floor covering that will be installed and if the structure will possess a humidity-controlled environment. 8.8.4 The project foundation engineer, architect, and/or developer should determine the thickness of bedding sand below the building slabs. In general, 3 to 4 inches of sand bedding is typically used. Geocon should be contacted to provide recommendations if the bedding sand is thicker than 6 inches. < ,.:ocon l'ro,1.:t.:l No. Oh-l.i::!-32-J l,\ October 19. 2021 8.9.7 The retaining walls may be designed using e ither the active and restrained (at-rest) loading condition or the active and seismic loading condition as suggested by the structural engineer. Typically, it appears the design of the restrained condition for retaining wall loading may be adequate for the seismic design of the retaining walls. However, the active earth pressure combined with the seismic design load should be reviewed and considered in the design of the retaining walls. 8.9.8 Wall foundations should be designed in accordance with Table 8.9.2. The proximity of the foundation to the top of a slope steeper than 3: 1 could impact the allowable soi l bearing pressure. Therefore, retaining wall foundations should be deepened such that the bottom outside edge of the footing is at least 7 feet horizontally from the face of the slope. TABLE 8.9.2 SUMMARY OF RETAINING WALL FOUNDATION RECOMMENDATIONS Parameter Value Minimum Retaining Wall Foundation Width 12 inches Minimum Retaining Wall Foundation Depth 18 Inches Minimum Steel Reinforcement Per Structural Engineer Bearing Capacity 2,500 psf Bearing Capacity Increase 500 psf per additional foot of footing depth 300 psf per additional foot of footing width Maximum Bearing Capacity 4,000 psf Estimated Total Settlement I Inch Estimated Differential Settlement ½ Inch in 40 Feet 8.9.9 The recommendations presented herein are generally applicable to the design of rigid concrete or masonry retaining walls. In the event that other types of walls (such as mechanically stabilized earth [MSE] walls, soil nail walls, or soldier pile walls) are planned, Geocon Incorporated should be consulted for additional recommendations. 8.9.10 8.9.11 Unrestrained walls will move laterally when backfilled and loading is applied. The amount of lateral deflection is dependent on the wall height, the type of soil used for backfill, and loads acting on the wall. The retaining walls and improvements above the reta ining walls should be designed to incorporate an appropriate amount of lateral deflection as determined by the structural engineer. Soil contemplated for use as retaining wall backfill , including import materials, should be identified in the field prior to backfill. At that time, Geocon Incorporated should obtain samples for laboratory testing to evaluate its suitability. Modified lateral earth pressures may be (,cocon Pro_1ccl No. 06~.12-3::!-31 ,\ -19 -(ktobcr 19. 2021 8. 1 1.3 8.11.4 8.11.5 We evaluated the flexible pavement sections in accordance with State of California, Department of Transportation (Caltrans) Highway Design Manual (Topic 633). We used an estimated R-Value of 35 and 78 for soil and aggregate base, respectively, to calculate the preliminary pavement sections. The structural sections presented herein are in accordance with City of Carlsbad minimum requirements for private commercial/industrial developments. Table 8.11.1 summarizes preliminary flexible pavement sections. TABLE 8.11.1 PRELIMINARY ASPHALT CONCRETE PAVEMENT SECTIONS Traffic Index* Asphalt Concrete (inches)** Class 2 Base (inches) 4.5 4.0 4.0 5.0 4.0 4.0 5.5 4.0 4.0 6.0 4.0 5.5 6.5 4.0 7.0 7.0 4.0 8.0 *Civil engineer should provide Tl for final pavement design. **City of Carlsbad minimums for Private Commercial/Industrial developments. Prior to placing base materials and asphalt concrete, the upper 12 inches of the subgrade soil should be scarified, moisture conditioned as necessary, mixed and compacted to at least 95 percent of the laboratory maximum dry density near to slightly above optimum moisture content as determined by ASTM D1557. Similarly, the base material should be compacted to at least 95 percent of the laboratory maximum dry density near to slightly above optimum moisture content. Asphalt concrete should be compacted to a density of at least 95 percent of the laboratory Hveem density in accordance with ASTM D 2726. A rigid Portland cement concrete (PCC) pavement section should be placed in driveway entrance aprons and trash bin loading/storage areas. The concrete pad for the trash truck areas should be large enough such that the truck wheels will be positioned on the concrete during loading. We calculated the rigid pavement section in general conformance with the procedure recommended by the American Concrete Jnstitute report ACI 330R-08 Guide for Design and Construction of Concrete Parking Lots using the parameters presented in Table 8.1 1.2. < ii:o..:nn l'roj..:ct \Jo. 06-1-12-32-J I ,\ (ktoher 19. 2021 8.11.6 8.J 1.7 8.11.8 TABLE 8.11.2 RIGID PAVEMENT DESIGN PARAMETERS Design Parameter Design Value Modulus ofsubgrade reaction. k 200 pci Modulus of rupture for concrete, MR 550 psi Concrete Compressive Strength 3,200 psi Traffic Category. TC A, Band C Average daily truck traffic, ADTI IO (TC=A), 25 (TC=B), and 700 (TC=C) Based on the criteria presented herein, the PCC pavement sections should have a minimum thickness as presented in Table 8. I 1.3. TABLE 8.11.3 PRELIMINARY RIGID VEHICULAR PAVEMENT RECOMMENDATIONS Location Portland Cement Concrete (inches) Automobile Parking Stalls 5.0 Automobile/Light Truck Driveways 6.0 Heavy/Trash Truck Driveways/Fire Lane 7.0 Heavy Truck Loading Apron 7.0 Trash 7.5* Enclosure Apron *City of Carlsbad minimums for Private Commercial/lndustrial developments. Prior to placing PCC slabs, the upper 12 inches of pavement subgrade soils should be scarified, moisture conditioned as necessary, mixed and compacted to at least 95 percent of the laboratory maximum dry density at to slightly above optimum moisture content in accordance with ASTM D 1557. The rigid pavement should also be designed and constructed incorporating the parameters presented in Table 8.11.4. (,cocon l'ro_jccl i\O. 116-t-12-32-31 1\ -22 -October 19. 2021 TABLE 8.11.4 ADDITIONAL RIGID PAVEMENT RECOMMENDATIONS Subject Value 1.2 Times Slab Th ickness Thickened Edge Minimum Increase of2 Inches 3 Feet Wide 30 Times Slab Thickness Crack Control Joi nt Spacing Max. Spacing of 12 feet for 5.5-Inch-Thick Max. Spacing of 15 Feet for Slabs 6 Inches and Thicker Per ACl 330R-08 Crack Control Joint Depth I Inch Using Early-Entry Saws on Slabs Less Than 9 Inches Thick 1/4-lncb for Sealed Joints Crack Control Joint Width %-Inch is Common for Sealed Joints 1/10-to 1/s-lnch is Common for Unsealed Joints 8.11 .9 Rigid pavement should be reinforced with No. 3 reinforcing bars spaced 24 inches on center in both directions placed at the slab midpoint. 8.11. IO Loading aprons such as trash bin enclosures and heavy truck areas should utilize Portland cement concrete as presented in Table 8.11 .3 above. The concrete loading area should extend out such that both the front and rear wheels of the truck will be located on reinforced concrete pavement when loading and unloading. 8.11.1 1 To control the location and spread of concrete shrinkage cracks, crack-control joints (weakened plane joints) should be included in the design of the concrete pavement slab. Crack-control joints should be sealed with an appropriate sealant to prevent the migration of water through the control joint to the subgrade materials. The depth of the crack-control joints should be detem,ined by the referenced ACI report. 8.11.12 To provide load transfer between adjacent pavement slab sections, a butt-type construction joint should be constructed. The butt-type joint should be thickened by at least 20 percent at the edge and taper back at least 4 feet from the face of the slab. The project structural engineer should be consulted to provide other alternative recommendations for load transfer (i.e., dowels). ( 1i:<1i:011 Prn_11.:d No. 06.J.J2-.'l2-J I.\ -23 -Octobi:r 19. 202 I 8.11.13 Concrete curb/gutter should be placed on soil subgrade compacted to at least 90 percent of the laboratory maximum dry density near to slightly above optimum moisture content. Cross-gutters that receives vehicular traffic should be placed on subgrade soil compacted to at least 95 percent of the laboratory maximum dry density near to slightly above optimum moisture content. 8.1 I. 14 The performance of pavement is highly dependent on providing positive surface drainage away from the edge of the pavement. Ponding of water on or adjacent to the pavement will likely result in pavement di stress and subgrade failure. Drainage from landscaped areas should be directed to controlled drainage structures. Landscape areas adjacent to the edge of asphalt pavements are not recommended due to the potential for surface or irrigation water to infiltrate the underlying permeable aggregate base and cause distress. Where such a condition cannot be avoided, consideration should be given to incorporating measures that will significantly reduce the potential for subsurface water migration into the aggregate base. If planter islands are planned, the perimeter curb should extend at least 6 inches below the level of the base materials. 8.12 8.12.1 8.12.2 Exterior Concrete Flatwork Exterior concrete flatwork not subject to vehicular traffic should be constructed in accordance with the recommendations presented in Table 8.12. The recommended steel reinforcement would help reduce the potential for cracking. TABLE 8.12 MINIMUM CONCRETE FLA TWORK RECOMMENDATIONS Expansion M' . R . r . S I* Minimum I d "I 1 1111mum c111,orc111g tee Th" 1. n ei., ,._ 1c ,ness El ~50 6x6-W2.9/W2.9 (6x6-6/6) welded wire mesh No. 3 Bars 24 inches on center, Both Directions 4 Inches * In excess of 8 feet square. Even with the incorporation of the recommendations of this report, the exterior concrete flatwork has a potential to experience some uplift due to expansive soil (if present) beneath grade. The reinforcing steel should overlap continuously in tlatwork to reduce the potential for vertical offsets within tlatwork. Additionally, flatwork should be structurally connected to the curbs, where possible, to reduce the potential for offsets between the curbs and the flatwork. (,cocon l'ro.1cct No. O<,.J-.l.2-l2-J I A -24 -(ktoher 19. '.!021 APPENDIX APPENDIX A LABORATORY TESTING PERFORMED BY GEOCON INCORPORATED (2007) FOR IONIS LOTS 21 AND 22 (CARLSBAD OAKS NORTH BUSINESS PARK) CARLSBAD, CALIFORNIA PROJECT NO. 06442-32-31A APPENDIX APPENDIX B CITY OF CARLSBAD BMP DESIGN MANUAL - CA TEGORIZA T/ON OF INFILTRATION FEASIBILITY CONDITION (FORM 1-8) FOR IONIS LOTS 21 AND 22 (CARLSBAD OAKS NORTH BUSINESS PARK) CARLSBAD, CALIFORNIA PROJECT NO. 06442-32-31A APPENDIX C RECOMMENDED GRADING SPECIFICATIONS FOR IONIS LOTS 21 AND 22 (CARLSBAD OAKS NORTH BUSINESS PARK) CARLSBAD, CALIFORNIA PROJECT NO. 06442-32-31A 5. COMPACTION EQUIPMENT 5.1 Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel wheeled rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of acceptable compaction equipment. Equipment shall be of such a design that it will be capable of compacting the soil or soil-rock fill to the specified relative compaction at the specified moisture content. 5.2 Compaction of rock fills shall be perfonned in accordance with Section 6.3. 6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL 6.1 Soil fill, as defined in Paragraph 3.1.1, shall be placed by the Contractor in accordance with the following recommendations: 6.1. I Soil fill shall be placed by the Contractor in layers that, when compacted, should generally not exceed 8 inches. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to obtain uniformity of material and moisture in each layer. The entire fill shall be constructed as a unit in nearly level lifts. Rock materials greater than 12 inches in maximum dimension shall be placed in accordance with Section 6.2 or 6.3 of these specifications. 6.1.2 In general, the soil fill shall be compacted at a moisture content at or above the optimum moisture content as determined by ASTM D 1557. 6.1.3 When the moisture content of soil fill is below that specified by the Consultant, water shall be added by the Contractor until the moisture content is in the range specified. 6.1.4 When the moisture content of the soil fill is above the range specified by the Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by the Contractor by blading/mixing, or other satisfactory methods until the moisture content is within the range specified. 6.1.5 After each layer has been placed, mixed, and spread evenly. it shall be thoroughly compacted by the Contractor to a relative compaction of at least 90 percent. Relative compaction is defined as the ratio (expressed in percent) of the in-place dry density of the compacted fill to the maximum laboratory dry density as determined in accordance with ASTM D 1557. Compaction shall be continuous over the entire area, and compaction equipment shall make sufficient passes so that the specified minimum relative compaction has been achieved throughout the entire fill. I ,I 1c·1 11'"' .:'ii I' DMA 2-MWS-1 1 2 3 4 5 Flow-Based Sizing for Compact Biofiltration Area tributary to BMP (s) A= 0.121 acres Area-weighted runoff factor (estimate using Appendix B.2) C= 0.85 unitless Design rainfall intensity i= 0.2 in/hr Calculate Flow Rate= 1.5 x (C xix A) Q= 0.031 cfs Proprietary biofiltration flow rate treatment capacity Q= 0.052 cfs Note: 40% retention is achieved in Storage Vault 1. See drainage report for calculations. OMA 3-MWS-2 Flow-Based Sizing for Compact Biofiltration 1 Area tributary to BMP (s) A= 1.29 acres Area-weighted runoff factor {estimate using Appendix 2 B.2) C= 0.85 unitless 3 4 5 Design rainfall intensity i= 0.2 Calculate Flow Rate= 1.5 x (C xix A) Q= 0.329 Proprietary biofiltration flow rate treatment capacity Q= 0.346 Note: 40% retention is achieved in Storage Vault 1. See drainage report for calculations. in/hr els els DMAS-MWS-3 1 2 3 4 5 Flow-Based Sizing for Compact Biofiltration Area tributary to BMP (s) A= 1.72 acres Area-weighted runoff factor (estimate using Appendix B.2) C= 0.87 unitless Design rainfall intensity i= 0.2 in/hr Calculate Flow Rate= 1.5 x (C xi x A) Q= 0.448 els Proprietary biofiltration flow rate treatment capacity Q= 0.462 els Note: 40% retention is achieved in Storage Vault 2. See drainage report for calculations. DMA 9-MWS-4 1 2 3 4 5 Flow-Based Sizing for Compact Biofiltration Area tributary to BMP (s) Ac 0.35 Area-weighted runoff factor (estimate using Appendix B.2) c-0.87 Design rainfall intensity i= 0.2 Calculate Flow Rate= 1.5 x (C xi x A) Qc 0.092 Proprietary biofiltration flow rate treatment capacity Qc 0.115 Note: 40% retention is achieved in Storage Vault 2. See drainage report for calculations. acres unltless in/hr els cfs MWS SPECIFICATIONS FLOW-BASED DESIGNS The Modular Wetlands-' System Linear can be used in stand-alone applications to meet treatment flow requirements, and since it is the only biofiltration system that can accept inflow pipes several feet below the surface. it can be used not only in decentralized design applications but also as a large central end-of-the-line application for maximum feasibility. WETLANDMEDIA TREATMENT FLOW MODEL# DIMENSIONS SURFACE AREA RATE (sq. ft.) (cfs) MWS-L-4-4 4' X 4' 23 0.052 MWS-4 MWS-L-4-6 4' X 6' 32 0.073 MWS-L-4-8 4' X 8' 50 0.115 MWS-L-4-13 4' X 13' 63 0.144 MWS-L-4-15 4' X 15' 76 0.175 MWS-L-4-17 4' X 17' 90 0.206 MWS-L-4-19 4' X 19' 103 0.237 MWS-L-4-21 4' X 21' 117 0.268 MWS-L-6-8 7' X 9' 64 0.147 MWS-2 3-8 I 8' X 8' 100 0 .230 ' MWS-L-8-12 8' X 12' 151 0.346 MWS-L-8-16 8' X 16' 201 0.462 MWS-3 MWS-L-8-20 9' X 21' 252 0.577 MWS-L-8-24 9' X 25' 302 0.693 MWS-L-10 -20 10' X 20' 302 0.693 I I I I I ~ ~ lk I::: ~ N - SITE SPECIFIC DATA* PROJECT NUMBER 716903 PROJECT NAM£ /ONIS PHARMACEUTICALS LOTS 21 AND 22 PROJECT LOCATION CARLSBAD, CA STRUCTURE ID I URBANPOND 1 REQUIRED STORAGE VOLUME {CF} I 6, 177 PIP[ DATA /.[ I MATERIAL I DIAMETER INLET PIP£ 1 418.00 I PVC I 12" INLET PIPE 2 41150 I PVC I 12" OUTLET PIPE 1 412.00 I PVC I 12" TOP OF VAULT ELEVATION I 420.58 FINISHED GRADE ELEVATION 422.75 TO 428.50 SURFACE LOADING REQUIREMENT HS20 FRAME AND COVER ¢JO" CORROSIVE SOIL CONDITIONS NA KNOWN GROUNDWATER ELEVATION I NA NOTES: CONCEPT ONLY, NOT FOR CONSTRUCTION. 'RBANPOND MODULES CONSIST OF 4' INSIDE HEIGHT OP PIECES AND 4' BOTTOM PIECES. GRADE RINGS 'ROVIDED BY OTHERS. •PER ENGINEER OF RECORD URBAN POND MODULES TYPE HEIGHT COUNT 8'X/6' PERIM. TOP 4'-o" 7 8'X16' PERIM. BASE 4'-o" 7 OUTLET MODULE TOP 4'-o" 1 OUTLET MODULE BASE 4'-o" 1 SIDEWALLS LENGTH {FT) HEIGHT {FT) COUNT 7'-7" 9'-2" 1 8'-7" 9'-2" 3 TOTAL STORAGE CAPACITY 6,113 WATER VOLUME AT 7.25' WATER DEPTH = 6, 189 CF HEAVIEST PIECE: PERIMETER MODULE = 22,250 LBS. URBANPOND ACCESSORIES TYPE UNITS I COUNT GEOTEXTILE FABRIC 15' X 300' ROLLS I 1 JOINT TAP£ 50' ROLLS I 13 BUTYL RUBBER SEALANT I 116' BOXES GRADE ADJUSTMENT RISERS (BY OTHERS) J" 6" 12" 30"¢ 2 2 11 2 N 1:80 SCALE (,:) 8'x8' OUTLET MODULE WITH ORIFICES FOR CONTROLLED FLOW DISCHARGE ANO 8' LONG OVERFLOW WEIR. SEE DETAIL ON SEPARATE PAGE 8' INS/OE HEIGHT URBANPOND MODULES /NV = 412.00 12•, INLET PIPE 2 12", INLET PIPE 1 !NV = 41150 !NV = 418.00 i----------+------------57'-~"--------4--------------'>----- "----12'-o"----i 1 r, oun.ET PIPE /NV= 412.00 7'-7" LONG EXTERIOR WALL b -. ~ I ......... ~ .,........,......,.........,.....,.....-1)) ·········r==::i········· .,.. ,----··'""' r·····-i .,,.. I "",.. .,' I :::: .......... ,. ••• ,· ..------..I lit .,. .... ~ ~ ') .) I ~ L.J . -/' L ~ .. i i LJ ·······~·······:··----: •••••••••• •I • ••••••••••••••••••••••••••••••••••• • 1 · ....... I ••••••• ............. JI-.Jl .... r· 0 ) ., , ..... ,.//~·._'-. n ' .· -. •, ) r·, '-·····-• •., --. ••••• .., / _.) '• l ... ______ _; c::::::>· ................ , ,------J" r ·, ) ,! r ·, '---~· · .. ',. '------, r • ••• --.. ' . L ..... -.. ) 1 LJ I ( L.J r . •. -•-' ' ' .... -----~ L. ------· . ' ·.._ _____ _. r ·····-.. ..--··-·; r·····-. r ··-··1 ~ ......... :·.. ,.··,.. ...... .,; ~ ........ :·.. -__ /,.. ...... .J .. ... . ., .. .. , , .. .. , ,. .. .. , •) \ ,.-,-· ·.) •• 30"0 ,' ( L_J l .J \.. .J -·-------------------------------------------------------·----... I . 65'-i¾" INCL ~~--~ 1 [ ~ ::5 ~ ~ ~~ K~ -co ~ • ~ - f d ~ 8'-7" LONG EXTERIOR WALL PANEL AT CORNERS B'x16' PERIMETER MODULE WITH 2 INTERIOR SUPPORT LEGS ct 1 EXTERIOR WALL ACCESS {TYP.) WITH RISERS TO GRADE THIS PROOIJCT U4Y BE PROTECTED Br ONE OR ltlORf OF THE FOLJ.OWINC US PATCNTS: 0795,385; 0828,902; 0828,90J; 10, 151,0BJ; 10,151,096. REIATED roR£1CN PATENTS OR OTHt:R PATENTS P0/0/NC. PROPRIETARY AND CONFIDENTIAL: THE INFORU4 TION CONTAJNm IN THIS DOCUl,IENT IS TH[ SOI.£ PROPERTY OF FORTERRA ANO ns COMPANIES. THIS DOCWENT, NOR AN'r' PART THEREOF. .114r BE USW, REPROOUCt1J OR 1100/fl!D IN AN'r' /MNN[F/ WITH our TH[ WRfTTEN CONSOff or FORTERRA. PLAN VIEW Bio ~Clean AF'ortM'll(ompeny URBANPOND PRECAST CONCRETE STORMWATER DETENTION PLAN VIEW I FINISHED SURFACE AND l COMPACTED SUB-BASE .-EXTERIOR WALL PANEL (SEE PLAN ~EW FOR LOCAnONS} PERIMETER MODULES TW01 PIECE CONSTRUCnON ..-INTERIOR MODULES TWO PIECE CONSTRUCnON 30•, MANHOLE ACCESS (TYP.)7 WITH RISERS TO GRADE \GEOTEXTILE FABRIC WRAPPED \_MIN. 11-6• OVER TOP --------- - --------------=i ---------} ----------------------------- -----.-_-_-_-_-_-_-_-_-__ -_-_-_-J ,-_ -_-_-__ -_ -- ---_-_-_ - - - --- - --- _-_-_-_-_-_-_-_-_-_-_-_-_-__ -_--__ -_-__ -_-__ -_-_-_-_-_-_-__ -_ ------- -_-_-_-_-_-_-_ - - -- --_-_-_-_-_ --_-__ -_ ---_-__ -_-_-J L---_ ----_-_-_-_-_-_-_-. ·=-=-=-=-=-=-=-=-=-=-=-=-=-=j :-----··; =~i =-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-= = = = = = = = = -= = = =-=-=-=---=-=-=-=-=-=-= ·-=-=-=-=-=-=-=-=-=-=-=-=-=~=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-:-:j:···-·-·; ,~--= -=-=-=-=-=-=-=-=-=-=-=-~=.;=%:= -T-:_-_:_.~-~~-:_-__________ ------······--···-·-··· ---~-------------~--~---'~ __;_' I -,-~ --~-, .--,~------~~-, '_;__~---------~, ~=:t::=?-~~ HI ~H),--r-.l""'\ .... 1-->--l'--------------... -------------·---------------------------.................. _____ , 1 1 1 1 , 1 1 ~>-~ >-l'-<>"'4>->->-1-? -)-, H )--; )-I I I I I I I }-}-),..j )-Hl- t ...... -)--H),...~1,-;)-I I I I I I I >-,ri,~-.,_.HH-- 1---, H >->-H I I I I I I I --H )-I r---.,...,H,_:,---,_}-1 , 1 , , 1 , ~>-H>--~r't.. 1-;:)-..j-:~ : 1 : : : : : H~~:)-~H~>-,-11 \!,,.,o >->--.,..., I I I I I I ~>-H,-...)--?-~H - . r ~n~:::~ -(4) BOLT HOLES : : : : : : ;:::O: T -I, 1-1,t,-;:... FOR SECURING .c + -i.....i.. ..w-r+-..,.. n...l.. ~ ~ ;::,-::>--t 7 I l:;ll ~,- == \"',-::,...::: PANEL WALLS ~ : : : ' : : : .-.:Ho-::::: I = 11 \ i!..l>-H I > ' 1 ' ' ' ,-.. 11 1--1 ,=;:::1: (SEE EXT WALL : : : : : : : ~~t, '. 111==I ir,.. ..... PANEL SHEET) , , , , , , , .... l==i J -\)-~ : : : : : : : ~>->--- 111= ::~ ---------------------------------------------------------------------: : : : : : : : :::ti 11 1111111J:)=~ ~ -·····---····----•···-·-....................... ....................... /7° ~\ I J~ \ \ I I ; ~ \ I J ~ \ \ ~;111, ,-1 "r •_1111 1 ,I]lt I JU, 1 JlJ. 1 ,_II I 1 11.ll, 11_I J \ t t Jllu_JUJ_ 1 1ill, 1 ,1111 JlL 1 1-II 1 1 1_1\ I 1 1 1-I I I 1 1 ,ill1 1 1-I I I 1 1 1Ll1 ;ill, 1 1-I 1.1 11ill1 1 ,_1111 , 1ill, 1 1ill, 1 ,_II I 1 1 ,_11111 1ill11 ,_I II 1 , I ll~~ill~} I 1 1 1:illu 1ill1 uilluilJ L 1 ,_I I IT COMPACTED~ BACKFILL INSTALLATION NOTES LG[OTEXTILE FABRIC FOR DETENnON SYSTEM 1. CONTRACTOR TO PROVIDE ALL LABOR, EQUIPMENT, MATERIALS AND INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND THE MANUFACTURER'S SPECIFICATIONS, UNLESS OTHERWISE STATED IN MANUFACTURER'S CONTRACT. 2. UNIT MUST 8£ INSTALLED ON LEVEL BAS£ MANUFACTURER RECOMMENDS A MINIMUM 6» LEVEL ROCK BASE. SOIL COMPACnON REQUIREMENTS PER GEOTECHNICAL ENGINEER. CONTRACTOR IS RESPONSIBLE FOR VERIFYING RECOMMENDED BASE SPECIFICATIONS. 3. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING PIPES. ALL PIPES MUST 8£ FLUSH WITH INSIDE SURFACE OF CONCRETE. PIPES CANNOT INTRUDE BEYOND FLUSH. INVERT OF OUTFLOW PIPE MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR UNLESS OTHERWISE NOTED. ALL CAPS AROUND PIPES SHALL BE SEALED WATERTIGHT WITH A NON-SHRINK GROUT PER MANUFACTURER'S STANDARD CONNECnON DETAIL AND SHALL MEET OR EXCEED REGIONAL PIPE CONNECnON STANDARDS. 4. CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL RISERS, MANHOLE FRAMES ANO COVERS. CONTRACTOR TO GROUT ALL FRAMES AND COVERS TO MATCH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE. 5. THE URBANPOND MODULE SYSTEM IS TO BE INSTALLED IN ACCORDANCE WITH ASTM C891-90, INSTALLATION OF UNDERGROUND PRECAST UTILITY STRUCTURES. PROJECT PLAN AND SPECIF/CATIONS MUST BE FOLLOWED ALONG WITH ANY APPLICABLE REGULATIONS. 6. CONTRACTOR TO PLACE A LAYER OF GEOTEXTILE FABRIC IN THE EXCAVATED PIT PRIOR TO PLACEMENT OF URBANPOND MODULES. THE FABRIC SHALL EXTEND BEYOND THE FOOTPRINT OF THE URBANPOND MODULES IN ORDER TO WRAP UP ALONG THE OUTER WALLS AND BE SECURED INTO Pl.ACE WITH THE BACKFILL. THE GEOTEXTILE FABRIC PREVENTS FINE SOIL PARTICLES FROM MIGRATING INTO THE SYSTEM. 7. WHEN A MEMBRANE LINER IS REQUIRED, THE LINER SHALL BE SANDWICHED IN BETWEEN AN INNER AND OUTER LA YER OF GEOTEXTILE FABRIC TO PREVENT PUNCTURES. 8. WHEN A MEMBRANE LINER IS REQUIRED, PIPES SHALL BE ATTACHED TO THE LINER USING PIPE BOOTS SUPPLIED BY THE LINER MANUFACTURER. 9. DESIGNATED EMBEDDED LIFTERS MUST BE USED. USE PROPER RIGGING TO ASSURE ALL EXTERIOR ~EW ---~--INTERIOR ~EW ELEVATION VIEW LIFTERS ARE EQUALLY ENGAGED WITH A MINIMUM 60 DEGREE ANGLE ON SLINGS AS NOTED AND IN ACCORDANCE WITH MANUFACTURER'S LIFTING PROCEDURES. US[ RIGGING THAT EQUALIZES THE LOAD BETWEEN ALL LIFTERS. 10. BIO CLEAN RECOMMENDS BEGINNING INSTALLATION WITH TH[ OUTLET MODULE. 11. MODULES MUST BE PLACED AS CLOSE TOGETHER AS POSSIBLE, AND GAPS SHALL NOT BE GREATER THAN 1/4~ 12. ALL EXTERIOR SYSTEM JOINTS SHALL BE COVERED WITH A MINIMUM 6» JOINT WRAP (ON SIDES AND TOP}. 13. INSTALL PANEL WALLS AT DESIGNATED LOCATIONS ON THE PLAN VIEW DRAWING. SECURE PANEL WALLS WITH 2 BOLTS ON TOP AND 2 BOLTS ON THE BOTTOM. 14. THE FILL PLACED AROUND THE URBANPOND MODULES MUST BE DEPOSITED EVENLY, AT APPROXIMATELY THE SAME ELEVATION, AROUND ALL SIDES. AT NO TIME SHALL THE FILL BEHIND ONE SIDE BE MORE THAN 1 '-0" HIGHER THAN THE FILL ON THE OPPOSITE SIDE. BACKFILL SHALL BE COMPACTED AND/OR VIBRATED TO ENSURE THAT BACKFILL MATERIAL IS WELL SEATED AND PROPERLY INTERLOCKED. CARE SHALL BE TAKEN TO PREVENT ANY WEDGING ACTION AGAINST THE STRUCTURE, AND ALL SLOPES WITHIN THE AREA TO 8£ BACKFILLED MUST BE STEPPED OR SERRA TED TO PREVENT WEDGING ACTION. CARE SHALL ALSO BE TAKEN SO AS NOT TO DISRUPT THE JOINT WRAP FROM THE JOINT DURING THE BACKFILL PROCESS. BACKFILL MATERIAL CAN BE NATIVE MATERIAL UNLESS OTHERWISE SPECIFIED IN GEOTECHNICAL REPORT. IF NATIVE MATERIAL IS SUSCEPnBL[ TO MIGRATION, CONFIRM WITH GEOTECHNICAL ENGINEER AND PROVIDE PROTECTION AS REQUIRED. 15. AT NO nME SHALL MACHINERY OR VEHICLES GREATER THAN THE DESIGN HS-20 LOADING CRITERIA TRAVEL ON TOP OF THE SYSTEM WITHOUT THE MINIMUM DESIGN COVERAGE. IF TRAVEL IS NECESSARY OVER THE SYSTEM PRIOR TO ACHIEVING THE MINIMUM DESIGN COVER, IT MAY B[ NECESSARY TO REDUCE THE ULnMATE LOAD/BURDEN OF THE OPERATING MACHINERY SO AS NOT TO EXCEED THE CAPACITY OF THE SYSTEM. IN SOME CASES, IN ORDER TO ACHIEVE REQUIRED COMPACTION, HAND COMPACTION MAY BE NECESSARY IN ORDER TO NOT EXCEED THE ALLOTTED DESIGN GROUT TO BE PLACED UNDERY ANY UNEVEN MODULES LOADING. STEPPED OR SERRA TED AND APPLICABLE OSHA REQUIREMENTS 16. A PRE-CONSTRUCTION MEmNG IS REQUIRED PRIOR TO PLACEMENT OF URBANPOND. GEN ERAL NOTES 1. MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. 2. ALL DIMENSIONS, ELEVATIONS, SPECIFICATIONS AND CAPACITIES ARE SUBJECT TO CHANGE. FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS AND ACCESSORIES PLEASE CONTACT MANUFACTURER. 3. ANY VARIATION FOUND DURING CONSTRUCTION FROM THE SITE AND SYSTEM ANALYSIS MUST BE REPORTED TO THE PROJECT DESIGN ENGINEER. ~ THIS PRODUCT ~r 8£ PROTE:CT£D er ~ ONf OR l,l()Rf OF TH£ FOl.lOWING US ~ PATENTS: 0795,J85; 0828,902: TH[ INFORMATION CONTAINED IN THIS OOCIJ//ENT IS THE SOI.£ N 0828,90J; tO, t5t,08J; 10,151,096. PROPEKTY OF FORTERRA ANO ITS CO/r/PANIES. THIS DOCUMENT, PROPRIETARY ANO CONFIDENTIAL: Bio ~Clean URBANPOND PRE CAST CONCRETE STORMWA TER DETENTION N Rfl.ATUJ FOIIEICN PATENTS OR 0-rHER NOR ANY PART THEREOF, "4Y Bf US[[), R[PR(JOUCfl) OR IIOOIRfD N 1 :60 SCALE PATENTS PENO/NC. w ANY MANNER wt"TH 011T "TH[ WRfTTEN CONSENT OF FORTERRA. A Fortern Company ..,L,_ __________________________ _._ __________ ..i.., _________________ ..i.., ___________ ..;.,;,,;..;...~.;...;.;.;.;,;=~--------------------------------' GENERAL ELEVA TION DETAILS ! I I SITE SPECIFIC DATA* PROJECT NUMBER 716903 PROJECT NAME IONIS PHARMACEUTICALS LOTS 21 AND 22 PROJECT LOCATION CARLSBAD, CA STRUCTURE ID I URBANPOND 2 REQUIRED STORAGE VOLUME {CF} I 8,316 PIPE DATA IE I MATERIAL I DIAMETER INLET PIPE 1 398.00 I PVC 12" INLET PIPE 2 395.50 I PVC I 12" OUTLET PIPE 1 390.00 I PVC I 12" TOP OF VAULT ELEVATION I 400. 08 FINISHED GRADE ELEVATION 401.08 TO 405.20 SURFACE LOADING REQUIREMENT HS20 FRAME AND COVER ¢JO" CORROSIVE SOIL CONDITIONS NA KNOWN GROUNDWATER ELEVATION I NA NOTES: CONCEPT ONLY, NOT FOR CONSTRUCTION. ~ 'RBANPOND MODULES CONSIST OF 5' INSIDE HEIGHT OP PIECES AND 4.5' BOTTOM PIECES. GRADE RINGS ROVIDED BY OTHERS. MIN. 1' COVER REQUIRED. *PER ENGINEER OF RECORD URBANPOND MODULES TYPE HEIGHT COUNT 8'X16' INTERIOR TOP 5'-0" 2 l8'X16' INTERIOR BASE 4'-6" 2 I 8'X16' PERIM. TOP 5'-0" 6 8'X16' PERIM. BASE 4'-6" 6 OUTLET MODULE TOP 5'-0" 1 OUTLET MODULE BASE 4'-6" 1 SIDEWALLS LENGTH {FT) HEIGHT {FT} COUNT 7'-7" 10'-8" 1 8'-r 10'-8" J TOTAL STORAG E CAPACITY 9,175 WATER VOLUME AT 8.58' WATER DEPTH = 8,340 CF HEAVIEST PIECE: 8'X16' PERIM. MODULE = 24,375 LBS. URBANPOND ACCESSORIES TYPE UNITS COUNT GEOTEXTILE FABRIC 15' X JOO' ROLLS JOINT TAPE 50' ROLLS 10 BUTYL RUBBER SEALANT I 116' BOXES 2 ~ GRADE ADJUSTMENT RISERS ~ (BY OTHERS) ~ J" 6" 12" ~ JO"¢ J 6 ~ 1:80 5C4Lt 8'X8' OUTLET MODULE WITH ORIFICES FOR CONTROUED FLOW DISCHARGE ANO 8' LONG OVERFLOW WEIR. SEE DETAIL ON SEPARATE PAGE 12•, OUTLET PIPE /NV= 390.00 9.5' INSIDE HEIGHT URBANPOND MODULES /NV= 390.00 12•, INLET PIPE 1 /NV= 398.00 .,. 8-• ~ ~ I -I I/ 8'-7¼. ~ I 12•, INLET PIPE 2 /NV= 395.50 ,--------------,--------, .......................................... .. ..................... .................... l e ~ -" 3'-~ ·-~ • . W0 .1 __. ~ 1 • r·--. r·"' ,. '-- q • . , __ ., '·.\. /.-· <.. t:l : c:::::~::---·--.:~:::::J c:::::~/ ··<:::::J i ,..... 7'-rLONG_/ b s sn rnl IHiSnsl '. .•••.••. c::::J ••••.•••. r·1 EXTERIOR WALL I ; 30•, MANHOLE ACCESS {TYP.) WITH RISERS TO GRADE L. J ' ----.... . L-----~ .... :---...... r----•• _, , ' .. ---.. -.... ·, r -.. - -• -.. ' ', \,,. ------...... ·, ·, } } \ \ L.J <,<.HS <. <, <, <," , S ~ <, \ <, ,r ...... )_ , r·----~ ,-··,./ \,>-. ...... '-••---, I ,... ..... "' ,' ' ,, .. ": .... r··--·J ,-,· L.J ,· L. - -• --...., --., \ } } ,-------' ,·· ' , .. -.. -- -_,# ,-------.. ' •, L ..... ..._ -, \ L.J ,,""" ---I ,-- ----_I ,. ( l l, •, ........ -----, ', I ,· ( L.J ,·-. -----, ,., .. r.., •• -• ..J r·1 l \, · .. -, . ' ( ( --- ~-. ,' rJ :i ~ ! ~ • ~ d ~ • ~ ~ ••·••·•·••·•••••••·•·•· ,n > , I 8'-r LONG EXTERIOR WALL PANEL AT CORNERS i--+----------+--49'-~• INCL 8'X16' INTERIOR 1/4 • GAP BETWEEN MODULES (TYP.)'---------"-~ 8'X16' PERIMETER MODULE WITH 2 INTERIOR SUPPORT LEGS & 1 EXTERIOR WALL THIS PRODUCT M-IY 8[ PROTECTrD BY ON£ OR /,IORf OF THE FotlOWING US PATENT'S: D795,JBS; 0828,902: 0828,903; 10,151,083; 10,151,096. RElATUJ FOREICN PATENT'S OR OTHER PATENT'S PENO/NG. MODULE WITH 2 SUPPORT LEGS PROPRIETARY AND CONFIDENTIAL: Tl/£ INFORlt/ATION CONTAINED IN Tl/IS DOCUIIENT JS Tl/£ SOi.£ PROPfRTr OF FORT'ERRA AND ITS COl,IPANIE'S. T//IS DOCUIJENT, NOR ANY PART THEREOF, M-IY 8[ USED, R£PROOUCfD OR 1,/()()/F/ED IN ANY MANNER WIT// OlfT Tl/£ WRITTEN CONSENT OF f'ORTU?RA. PLAN VIEW Bio ~Clean Arort.ra(ompany URBANPOND PRE CAST CONCRETE STORM WATER DETENTION PLAN VIEW ~ I ~ FINISHED SURFACE ANDl COMPACTED SUB-84SE .-EXTERIOR WALL PANEL (SEE PLAN VIEW FOR LOCATIONS} PER/MITER MODULES TWO -, PIECE CONSTRUCTION .-INTERIOR MODULES TWO PIECE CONSTRUCTION 30•1 MANHOLE ACCESS (TYP.)7 WITH RISERS TO GRADE j \GEOTEXTILE FABRIC WRAPPED \ MIN. 1 •-5• OVER TOP -------=~----------------------~f ---------=J ---------------------- !1ff=0 i--r~~:~~~~~~~:~s~:::::~~?- f•r \ -J-\-'I-)-I I I I I I I r"" >-J-r' -~ ),...)-,-.)--)-}-}-'-I I I I I I 1 r"}-,)-)-}--)--.,)- _,-}-, )-)-\-j I ' I I I • >--,.... )-, )--1-l -, , 1>-;>-:)-:>-~ : : : : : : : ~),.:,-:~:-1-}-< )-)oo, \-I t I I I I 1 >-,_.,_ -,_.>-)-)--<)--)--)-i I I I I I I )--<)-)-)-)->----n>->->-_>-~(4) BOLT HOLES ' ' ' ' ' ' ,-,_., .. ,.. I 111 _ 1 :~::_:: FOR SECURING < ~ r1.-..L L.L..r J ~ ni_ J_, ~ ~~~;:il..!.=1-,- == \"-->-;: PANEL WALLS I.? : : : : : : :,-;:: == = ==1 I 1-=:::>-: (SEE m WALL : : : : : : :~> 11 ,--1 -, 11==11~,__~-.... PANa SHEET1 : : : : : : ,->;_,)/-i1==11 -·I l'r>->-/ I I I I I I )-, I -l~l...!..l \-I f I I • I >-,-.. - 11 :=-: ~ .. ____ .. ____ .. ___ .... _ .... _ _ _ _ _.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ...................................... _.. .. : : : : : : : :~E 111 I l l It I i1 I 't: .. ----------------------------------------------------------------,--:-~, , , ---,-"' , , " ---:-, , ,,-,-"', S;lll I i1 I If 11 l, llJ,, ,111,, ,111,, ,111,, ,!lL ,,I 11,) 11,, ,111, ,111, ,,111,,,111,,,111,, ,111,, ,111,,,111,, 111,, ,111~~111.,,111,, ,111,,,111,, ,111,, ,I 11,, ,111,,,111,, ,I 11,, ,1 11,,,1 I [;:;~I 1~11,,,11 I,, ,111,, ,111,, ,111,, ,111~ COMPACTED L......GEOTEXTILE FABRIC FOR EXTERIOR VIEW INTERIOR VIEW GROUT TO BE PLACED UNDERY STEPPED OR SERRATED AND 84CKFILL DETENTION SYSTEM ANY UNEVEN MODULES APPLICABLE OSHA REQUIREMENTS INSTALLATI ON NOTES 1. CONTRACTOR TO PROVIDE ALL LABOR, EQUIPMENT, MATERIALS AND INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND THE MANUFACTURER'S SPECIFICATIONS, UNLESS OTHERWISE STATED IN MANUFACTURER'S CONTRACT. 2. UNIT MUST BE INSTALLED ON LEVEL BASE. MANUFACTURER RECOMMENDS A MINIMUM 6» LEVEL ROCK BASE. SOIL COMPACTION REQUIREMENTS PER GEOTECHNICAL ENGINEER. CONTRACTOR IS RESPONSIBLE FOR VERIFYING RECOMMENDED BASE SPECIFICATIONS. J. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING PIPES. ALL PIPES MUST BE FLUSH WITH INSIDE SURFACE OF CONCRETE. PIPES CANNOT INTRUDE BEYOND FLUSH. INVERT OF OUTFLOW PIPE MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR UNLESS OTHERWISE NOTED. ALL GAPS AROUND PIPES SHALL BE SEALED WATERTIGHT WITH A NON-SHRINK GROUT PER MANUFACTURER'S STANDARD CONNECTION DETAIL AND SHALL MEET OR EXCEED REGIONAL PIPE CONNECTION STANDARDS. 4. CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL RISERS, MANHOLE FRAMES AND COVERS. CONTRACTOR TO GROUT ALL FRAMES AND COVERS TO MATCH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE. 5. THE URBANPOND MODULE SYSTEM IS TO BE INSTALLED IN ACCORDANCE WITH ASTM C891-90, INSTALLATION OF UNDERGROUND PRECAST UTILITY STRUCTURES. PROJECT PLAN AND SPECIFICATIONS MUST BE FOLLOWED ALONG WITH ANY APPLICABLE REGULATIONS. 6. CONTRACTOR TO PLACE A LAYER OF GEOTEXTILE FABRIC IN THE EXCAVATED PIT PRIOR TO PLACEMENT OF URBANPOND MODULES. THE FABRIC SHALL EXTEND BEYOND THE FOOTPRINT OF THE URBANPOND MODULES IN ORDER TO WRAP UP ALONG THE OUTER WALLS AND BE SECURED INTO PLACE WITH THE BACKFILL. THE GEOTEXTILE FABRIC PREVENTS FINE SOIL PARTICLES FROM MIGRATING INTO THE SYSTEM. 7. WHEN A MEMBRANE LINER IS REQUIRED, THE LINER SHALL BE SANDWICHED IN BETWEEN AN INNER AND OUTER LA YER OF GEO TEXTILE FABRIC TO PREVENT PUNCTURES. 8. WHEN A MEMBRANE LINER IS REQUIRED, PIPES SHALL BE ATTACHED TO THE LINER USING PIPE BOOTS SUPPLIED BY THE LINER MANUFACTURER. 9. DESIGNATED EMBEDDED LIFTERS MUST BE USED. USE PROPER RIGGING TO ASSURE ALL ELEVATION VIEW LIFTERS ARE EQUALLY ENGAGED WITH A MINIMUM 60 DEGREE ANGLE ON SLINGS AS NOTED AND IN ACCORDANCE WITH MANUFACTURER'S umNG PROCEDURES. USE RIGGING THAT EQUALIZES THE LOAD BETWEEN ALL LIFTERS. 10. BIO CLEAN RECOMMENDS BEGINNING INSTALLATION WITH THE OUTLET MODULE. 11. MODULES MUST BE PLACED AS CLOSE TOGETHER AS POSSIBLE, AND GAPS SHALL NOT BE GREATER THAN 1/4~ 12. ALL EXTERIOR SYSTEM JOINTS SHALL BE COVERED WITH A MINIMUM 6 n JOINT WRAP (ON SIDES AND TOP}. 13. INSTALL PANEL WALLS AT DESIGNATED LOCATIONS ON THE PLAN VIEW DRAWING. SECURE PANEL WALLS WITH 2 BOLTS ON TOP AND 2 BOLTS ON THE BOTTOM. 14. THE FILL PLACED AROUND THE URBANPOND MODULES MUST BE DEPOSITED EVENLY. AT APPROX/MA TELY THE SAME ELEVATION, AROUND ALL SIDES. AT NO TIME SHALL THE FILL BEHIND ONE SIDE BE MORE THAN 1'-0u HIGHER THAN THE FILL ON THE OPPOSITE SIDE. BACKFILL SHALL BE COMPACTED AND/OR VIBRATED TO ENSURE THAT 84CKFILL MATERIAL IS WELL SEA TED AND PROPERLY INTERLOCKED. CARE SHALL BE TAKEN TO PREVENT ANY WEDGING ACTION AGAINST THE STRUCTURE, AND ALL SLOPES WITHIN THE AREA TO BE BACKFILLED MUST BE STEPPED OR SERRA TED TO PREVENT WEDGING ACTION. CARE SHALL ALSO BE TAKEN SO AS NOT TO DISRUPT THE JOINT WRAP FROM THE JOINT DURING THE BACKFILL PROCESS. BACKFILL MATERIAL CAN BE NATIVE MATERIAL UNLESS OTHERWISE SPECIFIED IN GEOTECHNICAL REPORT. IF NATIVE MATERIAL IS SUSCEPTIBLE TO MIGRATION, CONFIRM WITH GEOTECHNICAL ENGINEER AND PROVIDE PROTECTION AS REQUIRED. 15. AT NO TIME SHALL MACHINERY OR VEHICLES GREATER THAN THE DESIGN HS-20 LOADING CRITERIA TRAVEL ON TOP OF THE SYSTEM WITHOUT THE MINIMUM DESIGN COVERAGE. IF TRAVEL IS NECESSARY OVER THE SYSTEM PRIOR TO ACHIEVING THE MINIMUM DESIGN COVER, IT MAY BE NECESSARY TO REDUCE THE ULTIMATE LOAD/BURDEN OF THE OPERATING MACHINERY SO AS NOT TO EXCEED THE CAPACITY OF THE SYSTEM. IN SOME CASES, IN ORDER TO ACHIEVE REQUIRED COMPACTION, HAND COMPACTION MAY BE NECESSARY IN ORDER TO NOT EXCffD THE ALLOTTED DESIGN LOADING. 16. A PRE-CONSTRUCTION MEETING IS REQUIRED PRIOR TO PLACEMENT OF URBANPOND. GENERAL NOTES 1. MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. 2. ALL DIMENSIONS, ELEVATIONS, SPECIFICATIONS AND CAPACITIES ARE SUBJECT TO CHANGE. FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS AND ACCESSORIES PLEASE CONTACT MANUFACTURER. 3. ANY VARIATION FOUND DURING CONSTRUCTION FROM THE SITE AND SYSTEM ANALYSIS MUST BE REPORTED TO THE PROJECT DESIGN ENGINEER. THIS PROO/JCT ~y Bf PROTrCTED £1( PROPRIETARY AND CONFIDENTIAL: • A URB' .,, NPOND ON[ OR IIOR[ OF TH[ FOi.lOW/NC us 8 ~ c 1 .M ~~'::I: ,~;fJ;~; °1%.1s~7;k6, :&:~"r~~ 1:s 1';f,/f:/:t1ff,,',~ ':cu% IO ea n PRE CAST CONCRETE STORMWA TER DETENTION RaATED FOREIGN PAT'OIT'S OR OTHfJI NOR ANY PMT THfJ/cOF. ~r Bf usro. REPROOUC£D OR MOOIW -GENER' A L EL E • / A 'ION DE• A /LS ~ 1:60 SCALE PATfNTS PfNOINC. 1N ANY MANNfJI WITH our THE: WRIT1fN CONSENT OF FOHTcRRA. AForwraCompany .11 v r111 1 r1 CERTIFIED FULL CAPTURE SYSTEM LIST OF TRASH TREATMENT CONTROL DEVICES diversion structure present upstream such that a portion of the peak flow is not treated to trap all particles 5-millimeter or greater. Vector Control Accessibility According to the California Health and Safety Code4, California landowners are legally responsible to abate (eliminate the source of) a public nuisance arising from their property, including mosquitoes. Mosquito vector control districts have substantial authority to access public and private property, inspect known or suspected sources of mosquitoes, abate mosquito sources, and charge the landowner for work performed and/or charge fees if a landowner is unwilling or unable to address a mosquito source arising from their property. Depending on its design, certain Devices may impede the mosquito vector control district's ability to (1) visually inspect the Device and/or storm vault for mosquito breeding, and (2) apply the appropriate chemical treatment. Moreover, some devices may create a habitat for mosquitoes. Prior to installation of any certified Device, the local mosquito vector control district should be contacted to ensure the installation conforms to the district's visual inspection, treatment, and vector breeding minimizing guidelines. The Mosquito Vector Control Association of California may also be contacted via email at Trashtreatment@mvcac.org. New Device Application Certification or Fact Sheet Update To apply for certification of a new Device, or to update a grandfathered Device fact sheet, the Device owner shall submit an application/fact sheet in accordance with the Trash Treatment Control Device Certification and Fact Sheet Update Requirements. Upon determining that a Device application is complete and meets the definition of a trash full capture system and is approved by the Mosquito Vector Control Association of California, the Executive Director will place the Device on the State Water Board's Certified Full Capture System List of Trash Treatment Control Devices. The Trash Treatment Control Device Certification and Fact Sheet Update Requirements is found on the Trash Implementation Program webpage (https://www.waterboards.ca.gov/water_issues/programs/stormwater/trash_impleme ntation.html). Certification of any Device does not constitute an endorsement by the State Water Board. The Executive Director reserves the right to de-certify and remove any Device from this list that does not satisfy the requirements of the Trash Provisions, such as but not limited to when a Device is discontinued, found to not trap trash in accordance with the Trash Provisions, or no longer has Mosquito Vector Control Association of California approval. 4 Health & Safety Code sections 2001-4(d); 2002; 2060 (b) and Health & Safety Code sections 2060-2067, 100170, and 100175. 2 CERTIFIED FULL CAPTURE SYSTEM LIST OF TRASH TREATMENT CONTROL DEVICES Device applications and fact sheets may be obtained at: https ://www. ca sqa . org/ resources/trash/ certified-tu I I-capture-sys tem-tras h-treatm ent- co ntro 1-d evice s. Questions regarding certification should be directed to Leo Cosentini at (916) 341- 5524 or email address (leo.cosentini@waterboards.ca.gov). 3 CERTIFIED FULL CAPTURE SYSTEM LIST OF TRASH TREATMENT CONTROL DEVICES TABLE 1 -CATCH BASIN INSERTS AND OTHER DEVICES Owner AbTech, lndustries5 I Advanced Drainage Systems, Inc. 6 I Advanced Drainage Systems, Inc. I Bio Clean Environmental Services, lnc.7 I Bio Clean Environmental Services, Inc. I BrightWater8 I Full Capture System Trash Device Brand Name Ultra Urban Filter Curb Opening and Drop-In FLEXSTORM PURE Full Trash Capture Inserts FLEXSTORM Connector Pipe Screen Curb Inlet and Grate Inlet Filters Modular Connector Pipe Trash Screen Connector Pipe Screen 5 AbTech Industries website: https://www.abtechindustries.com/ 6 Advanced Drainage Systems, Inc. website: http://www.inletfilters.com/ Date Application Certified or Fact Sheet Updated Application 25 05/01/20 Application 3 03/15/18 Updated 04/21/21 ADS-1 Updated 06/08/21 - Application 4 03/15/18 Updated 02/12/21 BC-3 Updated 04/30/20 Application 29 12/28/20 7 Bio Clean Environmental Services, Inc. website: http://www.biocleanenvironmental.com/products/ 8 BrightWater website: www.wearebrightwater.com/ 4 I I I I Date Vector Control Accessibility Verified 04/8/20 03/30/21 03/30/21 01/27/21 03/10/20 11/19/20 CERTIFIED FULL CAPTURE SYSTEM LIST OF TRASH TREATMENT CONTROL DEVICES Owner BrightWater Ecology Control lndustries9 Enviropod International: A Stormwater 360 Group Company10 Filtrexx Sustainable Technologies11 Frog Creek Partners, LLC12 Frog Creek Partners, LLC Full Capture System Trash Device Brand Name Curb Inlet Filter Debris Dam -Catch Basin Insert for Curb Inlet Design I Enviropod® LittaTrap ™ Full Capture I StormE:xx® Clean Gutter Bin® Channel I Filtration System & Mundus I Bag® Water Filter Gutter Bin® Eco Drop Inlet 1 I Filter (DIF & DIF-C) & Mundus Bag® Water Filter Date Application Certified or Fact Sheet Updated Application 26 06/30/20 ECl-1 Updated 06/17/20 Application 27 10/15/20 Application 16 08/10/18 Updated 11/25/19 Application 22 06/26/19 Application 24 02/18/20 I I I I Date Vector Control Accessibility Verified 04/17/20 04/29/20 07/20/20 12/06/19 04/19/19 12/06/19 9 Ecology Control Industries website: http://www.ecologycontrol.com/ 10 Enviropod International: A Stormwater 360 Group Company website: https://www.enviropod.com/products/enviropod- littatrap-fu II-capture/ 11 Filtrexx Sustainable Technologies website: https://www.filtrexx.com/en/products/stormexx/ 12 Frog Creek Partners, LLC website: https://frogcreek.partners/ 5 CERTIFIED FULL CAPTURE SYSTEM LIST OF TRASH TREATMENT CONTROL DEVICES Owner Full Capture System Trash Device Brand Name Gutter Bin® Eco Curb Inlet 1 Frog Creek Partners, LLC I Filter & Mundus Bag® Water Filter G2 CPS-Mod™ and I G2 Construction, lnc.13 I Removable CPS-Mod™ Screen G2 Construction, Inc. I G2 Grated Inlet Trash I Screen Inventive Resources, lnc.14 Water Decontaminator I Oldcastle lnfrastructure15 I FloGard® Curb Inlet Basket I Oldcastle Infrastructure FloGard® Grate Inlet Basket 13 G2 Construction, Inc website: http://www.g2construction.com/products/ 14 Inventive Resources, Inc. website: http://www.lRlproducts.com/ 15 Oldcastle Infrastructure website: https://oldcastleinfrastructure.com/brands/ 6 Date Application Certified or Fact Sheet Updated Application 23 02/18/20 Application 18 06/26/19 Application 19 06/26/19 Application 2 03/15/18 Updated 02/05/21 01-1 Updated 06/09/21 01-2 Updated 06/09/21 I I I I Date Vector Control Accessibility Verified 10/11/19 03/15/19 04/10/19 04/20/20 06/09/21 06/09/21 CERTIFIED FULL CAPTURE SYSTEM LIST OF TRASH TREATMENT CONTROL DEVICES Owner Oldcastle Infrastructure Revel Environmental Manufacturing, lnc.16 Revel Environmental Manufacturing, Inc. Revel Environmental Manufacturing, Inc. Safe Drain Stormwater Holdings lnc.17 Stormtek18 I Full Capture System Trash Device Brand Name FloGard® Outlet Trash Screen Triton TM Bioflex Inlet Trash I Guard Catchbasin Polyester I Fiber Mesh Trash Filter Insert I Triton TM Crescent Pipe Screen I Triton Perf-Full Trash Capture Insert I Storm Vector Guard I Stormtek ST3 & STEG Catchbasin Connector Pipe 16 Revel Environmental Manufacturing, Inc. website: http://www.remfilters.com/ 17 Safe Drain Stormwater Holdings, Inc. website: http://www.safedrainusa.com/ 18 Stormtek website: https://swimsclean.com/stormtek/ 7 Date Application Certified or Fact Sheet Updated 01-3 Updated 11 /29/19 REM-1 Updated 09/10/21 Application 12 07/10/18 Application 13 07/10/18 Application 30 02/11/21 AS-1 , A1S-2 Updated 08/12/21 I I I I I Date Vector Control Accessibility Verified 12/06/19 09/07/21 03/15/19 03/15/19 12/17/20 08/04/21 CERTIFIED FULL CAPTURE SYSTEM LIST OF TRASH TREATMENT CONTROL DEVICES Owner United Stormwater, lnc.19 Full Capture System Trash Device Brand Name Connector Pipe Trash Screen 19 United Stormwater, Inc. website: http://www.unitedstormwater.com/ 8 Date Application Certified or Fact Sheet Updated USW-1 Updated 08/06/21 Date Vector Control Accessibility Verified 08/05/21 CERTIFIED FULL CAPTURE SYSTEM LIST OF TRASH TREATMENT CONTROL DEVICES TABLE 2 -HIGH FLOW CAPACITY TRASH DEVICES Owner AquaShield, lnc.20 I BaySaver Technologies LLC/Advanced I Drainage Systems lnc.21 Bio Clean Environmental Services, Inc. I Bio Clean Environmental Services, Inc. I Bio Clean Environmental Services, Inc. I Full Capture System Trash Device Brand Name Aqua-Swirl® Stormwater Treatment System Barracuda Hydrodynamic Separator Debris Separating Baffle Box BioClean DeflectiveScreeni ng Device Modular Wetland System® I Date Application Certified or Fact Sheet Updated Application 1 08/04/17 Updated 11/06/20 Application 21 06/26/19 Updated 05/21/21 Application 6 03/15/18 Application 20 06/26/19 Application 15 07/10/18 I I I I I Date Vector Control Accessibility Verified 12/03/20 03/15/19 07/28/20 07/28/20 03/15/19 20 AquaSheild, Inc. website: http://www.aquashieldinc.com/-aqua-swirl.html 21 BaySaver Technologies LLC/Advanced Drainage Systems Inc. website: https://baysaver.com/products/barracuda/ 9 CERTIFIED FULL CAPTURE SYSTEM LIST OF TRASH TREATMENT CONTROL DEVICES Owner Coanda Inc. Contech Construction Products22 Jensen Stormwater Systems23 Hydro lnternational24 Hydro International I I Full Capture System Trash Device Brand Name Coanda Trash Screen and Debris Fence Continuous Deflective Separator Hydrodynamic Separator Jensen® Deflective Separators Downstream Defender (In- 1 I Line and Off-Line Configurations) First Defense® High-I Capacity Full Trash Capture I Device Date Application Certified or Fact Sheet Updated COA-1 Updated 09/10/21 CCP-1HF Updated 05/27/21 Application 5 03/15/18 Application 14 07/10/18 Application 28 10/30/20 I I I I Date Vector Control Accessibility Verified 09/07/21 04/29/21 12/06/19 03/16/20 08/20/20 22 Contech Construction Products website: http://www.conteches.com/products/stormwater-management/treatment/cds/ 23 Jensen Stormwater Systems website: http://www.jensenengineeredsystems.com/ 24 Hydro International website: https://www.hydro-int.com/ 10 CERTIFIED FULL CAPTURE SYSTEM LIST OF TRASH TREATMENT CONTROL DEVICES Owner Hydro International Hydro International Oldcastle Infrastructure Oldcastle Infrastructure Roscoe Moss Company25 I I Full Capture System Trash Device Brand Name Hydro Up-Flo Filter® Hydro DryScreen FloGard® NetTech Nutrient Separating Baffle Box® Storm Flo® Trash Screen - Linear Radial Gross Solids Removal Device I I Date Application Certified or Fact Sheet Updated Application 11 07/18/18 Application 10 07/10/18 Updated 05/05/21 OI-11HF Updated 12/08/20 Application 17 10/12/18 Updated 07/21/20 RMC-1 HF Updated 03/30/21 I I I 25 Roscoe Moss Company website: https://roscoemoss.com/products/stormwater-gross-solids-removal-device/ 11 Date Vector Control Accessibility Verified 03/16/20 04/29/21 12/03/20 05/01/20 03/11/21 CERTIFIED FULL CAPTURE SYSTEM LIST OF TRASH TREATMENT CONTROL DEVICES Owner StormTrap Modular Concrete Stormwater Management 26 26 StormTrap https://stormtrap.com Full Capture System Trash Device Brand Name SiteSaver® 12 Date Application Certified or Fact Sheet Updated Application 9 03/15/18 Updated 02/23/21 Date Vector Control Accessibility Verified 03/18/21 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 Contents Checklist Sequence Attachment 2a Hydromodification Management I}( Included Exhibit (Required) See Hydromodification Management Exhibit Checklist on the back of this Attachment cover sheet. Attachment 2b Management of Critical Coarse IX Exhibit showing project drainage Sediment Yield Areas (WMAA boundaries marked on WMAA Exhibit is required, additional Critical Coarse Sediment Yield analyses are optional) Area Map (Required) See Section 6.2 of the BMP Design Optional analyses for Critical Manual. Coarse Sediment Yield Area Determination Appendix H.6.1 Verification of Geomorphic Landscape Units Onsite Appendix H.7 Downstream Systems Sensitivity to Coarse Sediment Attachment 2c Geomorphic Assessment of IX Not performed Receiving Channels (Optional) I Included See Section 6.3.4 of the BMP Design Manual. Attachment 2d Flow Control Facility Design and IX Included Structural BMP Drawdown Calculations (Required) See Chapter 6 and Appendix G of the BMP Desi!:)n Manual ·• Use this checklist to ensure the required information has been included on the Hydromodification Management Exhibit: The Hydromodification Management Exhibit must identify: Xl Underlying hydrologic soil group M Approximate depth to groundwater M Existing natural hydrologic features (watercourses, seeps, springs, wetlands) M Critical coarse sediment yield areas to be protected (if present) ~ Existing topography ~ Existing and proposed site drainage network and connections to drainage offsite K Proposed grading X Proposed impervious features Xl Proposed design features and surface treatments used to minimize imperviousness XI Point(s) of Compliance (POC) for Hydromodification Management M Existing and proposed drainage boundary and drainage area to each POC (when necessary, create separate exhibits for pre•development and post•project conditions) M Structural BMPs for hydromodification management (identify location, type of BMP, and size/detail) Attachment 2d BMP Sizing Spreadsheet V3. I Project Name: lonls lots 21 and 22 Hydrologic Unit: Carlsbad 904 Proiect Applicant: MBI Rain Gauge: Oceanside Jurisdiction; City of Carlsbad Total Project Area: 353,266 Parcel (APN): 0 Low Flow Threshold: 0.1Q2 BMP Name: BIOFIL TRA TION BASIN 1 BMPType: Bioftltration BMP Native Soil Type: N/A • Impervious Liner BMP Infiltration Rate (In/hr): N/A Areas Draining to BMP HMP Sizing Factors Minimum BMP Size Area we,gntea Kunon OMA Pre Project Soil Post Project Factor Surface Area Surface Area (SF) Name Area (sf} Type Pre-Project Slope Surface Type (Table G.2•1)1 OMA 1 -Impervious 19,674 D Flat Mixed 1.00 0.07 1377 OMA 1 -Perv1ous 4,656 D Flat Mixed 0.10 0.07 33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BMP Tributary Area 24,330 Minimum BMP s,ze 1410 Proposed BMP Size• 1528 I• Assumes standard configuration Surface Ponding Depth 12.00 in Bioretention Soif Media Depth 18.00 In FIiter Coarse 6.00 in Gravel Storage Layer Depth 12 In Underdrain Offset 3.0 in ~ 1. Runofffactors which are used for hydromodiflcatron management flow control (Table G,2·1} are different from the runoff factors used for pollutant control BMP sizing (Tible 8.1•1). Table references are taken from the San Diego Reglon Model BMP Design Man'- Describe the BMP's ln sufficient detail In your POP SWQMP to demonstrate the area, volume, and other crlterta can be met within the constraints of the site. BMP's must be adapted and applied to the conditions specific to the development proJect such as unstable slopes or the lack of avaUable head. Designated Staff have final review and approval authority over the project design. This BMP Sizing Spreadsheet has been updated in conformance with the San Diego Region Model 8MP Design Manual, May 2018, For Questions or concerns please contact the jurisdiction in which your project is located. BMP Sizing Spreadsheet V3.l Project Name: Jonis Lots 21 and 22 Hydrologic Unit: Carlsbad 904 Project Applicant: MB! Rain Gauge: Oceanside Jurisdiction: City of Carlsbad Total Project Area: 353,266 Parcel (APN): 0 Low Flow Threshold: 0.1Q2 BMP Name BIOFILTRATION BASIN 1 BMPType: Biofiltration OMA Rain Gauge Pre-developed Condition Unit Runoff Ratio OMA Area (ac) Orifice Flow· %Q2 Orifice Area Name Soil Type Slope (cfs/ac) (cfs) (in1) OMA 1 • Impervious Oceanside 0 Flat 0.571 0.452 0.026 0.37 OMA 1 -Pervious Oceanside D Flat 0.571 0.107 0.006 0.09 3.75 0.032 0.45 0.76 Max Tot. Allowable Max Tot. Allowable Max Orifice Max Orifice Head Orifice Flow Orifice Area Diameter (feet) (cfs) (in2) (in) 0.029 0.031 0.44 0.750 Average outflow during Max Orifice Outflow Actual Orifice Area Selected surface drawdown Orifice Diameter (cfs) (cfs) (in1) (in) Drawdown (Hrs) 14.7 BMP Sizing Spreadsheet V3.1 Project Name: lonis. Lots 21 and 22 Hydrologic Unit· Carlsbad 904 Project Applicant: M8I Rain GauRe: Oceanside Jurisdiction: Citv of Carlsbad Total Project Area: 353,266 Parcel (APN): 0 low Flow Threshold: 0.10;! BMPName: STORAGE VAUlT 1 BMP Type: Cistern BMP Native Soll Type: N/A -Impervious Uner BMP lnfiilratiort A.ate (In/hr): NA Areas Draining to BMP HMP Siting Factors Minimum BMP Size Area wetgntea nunorr OMA Pre Project Soll Post Project Factor Volume Volume (Cf) Name Area (sf) Type Pre-.Project Slope Surface Type (Table G.2-1)' OMA 2 & OMA 3 • Impervious 50,466 0 flat Mixed 1.00 0.12 6056 OMA 2 & OMA 3 -Pervlous 10,080 0 flat Mixed 0.10 0.12 121 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 SMP Tributary Area 60,546 Mmimum BMP Size 6177 Proposed 8MP sI,e• 8352 • As.sumes standard configuration Standard Cistern Oepth !Overflow Elevatlon) 3.S ft Provided Cistern Depth (Overflow Elevation) 8.0 ft Minimum FteQulred Cistern Footprint) 772 CF Notes: 1. Runoff factors which are used for hydromodifkat1on management flow control (Table G.2~1) are different from the runoff factors used for pollutant control BMP sizing fl able 8.1·1). Table references are taken from the San Diego Region Model BMP Design Mariual, May Describe the BMP's fn sufficient detall In your PDP SWQMP to demonstrate the area, volume, and other criteria can be met within the constraints or the site. BMP's must be adapted and app!.ed to the conditions specific to the development project such as unstable slopes or the lack of available head. Designated Staff have final review and approval authority over the project design. This SMP Sizing Spread.sheet has been updated in conformance with the San Diego Region Model BMP Design Manual, May 2018. For questions or concerns please contact the jurisdiction in which your project is located. BMP SlzlnR Spreadsheet V3.l Proje-ct Name: lonis lots 21 and 22 Hydrologic Unit: Carlsbad 904 Project Applicant: MBI Rain Gauae: Oceanside Jurisdiction: Citv of C..rlsbad Total Proiect Area: 353,266 Parcel IAPN): 0 Low Flow Threshold: 0.1Q2 BMP Name: BIOFllTRATION BASIN 2 BMPType: Bl<>filtratlon BMP Native Soil Type: N/A -Impervious liner BMP lnfiltr.1tion Rate {in/hr): N/A Areas Draining to BMP HMP Sizing factors Minimum BMP Size Area weigntea Ku non OMA Pre Project Soil Post Project Factor Surface Area Surface Area (SF) Name Area (sf) Type Pre-Project Slope Surface Type (Table G.2·1)' OMA 4 -Impervious 28,973 D Flat Mixed 1.00 0.07 2028 OMA 4 -Pervious 8,245 D Flat Mil<ed 0.10 0.07 58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BMP Tributary Area 37,219 Minimum SMP Slze 2086 Proposed BMP Size' 2160 I• Assumes stand.ard configuration Surface Ponding Oepth ii.oo in Bioretention Soil Media Depth 18.00 in Filter Coarse 6.00 in Gravel Storage Layer Depth 12 in Underdrain Offset 3.0 In Notes: 21 1. Runoff factors which are used for hydromodification management flow control (Table G.2•1} are different from the runoff factors used for pollutant conuol BMP sizing (Table 8.1~1}. Table references are taken from the San Diego Region Model BMP Oe~iRn Mam Describe the BMP's in sufficient detail in your POP SWQMP to demonstrate the area, volume, and other criteria can be met within the constraints of the site. BMP's must be adapted and applied to the conditions specific to the development project such a, unstable slopes or the lack of available head. Designated Staff have final review and approval authonty over the project design. This BMP Sizing Spreadsheet has been updated in conformance wlth the San Diego Region Model BMP Design Manual, May 2018. For Questions or concerns please contact the jurisdiction in which your project is located. BMP Sizing Spreadsheet V3.1 Project Name: lonis lots 21 and 22 Hydrologic Unit: Carlsbad 904 Project Applicant: MB! Rain Gauge: Oceanside Jurisdiction: City of Carlsbad Total Project Area: 353,266 Parcel (APN): 0 Low Flow Threshold: 0.1Q2 BMP Name BIOFILTRATION BASIN 2 BMPType: Biofiltration DMA Rain Gauge Pre-developed Condition Unit Runoff Ratio DMA Area (ac) Orifice Flow -%Q2 Orifice Area Name Soil Type Slope (cfs/ac) (cfs) (in2) OMA 4 - Impervious Oceanside D Flat 0.571 0.665 O.D38 0.54 OMA 4 -Pervious Oceanside D Flat 0.571 0.189 0.011 0.15 3.75 0.049 0.70 0.94 Ma,c Tot. Allowable Max Tot. Allowable Ma,c Orifice Max Orifice Head Orifice Flow Orifice Area Diameter (feet) (cfs) (in2) (in) 0.029 0.031 0.44 0.750 Average outflow during Max Orifice Outflow Actual Orifice Area Selected surface drawdown Orifice Diameter (cfs) (cfs) (in2) (in) Drawdown (Hrs) 20.8 8MP Sizing Spreadsheet V 3.1 Project Name: lonis lots 21 and 22 Hydrologic Unit: Carlsbad 904 Project Applicant: MBI Rain Gauge: Oceanside Uurisdiction: City of Carlsbad Total Project Area: 353,266 ParcellAPNl: 0 Low Flow Threshold: O.lQZ BMP Name: BIOFILTRATION BASIN 4 8MPType: 8iofiltratlon BMP Native Soil Type: N/A • Impervious Liner BMP Infiltration Rate lin/hrl: N/A Areas Draining to SMP HMP Sizing Factors Minimum 8MP Size Area Weighted Runott OMA Pre Project Soll Post Project Factor Surface Area Surface Area {SF) Name Area {sf) Type Pre-Project Slope Surf ace Type [Table G.2·1)1 OMA S -Impervious 26,043 0 Flat Mixed 1.00 0.07 1823 OMA 5 • Pervlous 7,529 0 Flat Mixed 0.10 0.07 53 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BMP Tributary Area 33,572 Minimum SMP Size 1876 Proposed BMP Size• 1876 "'Assumes standard configuration Surface Ponding Depth 12.00 in Bioretention Soil Media Depth 18.00 in Filter Coarse 6.00 in Gravel Storage layer Depth 12 In Underdraln Offset 3.0 in Notes: l . Runoff factors which are used for hydromodification management flow control (Table G.2-1) are different from the runoff factors used for pollutant control BMP sizing (Table 8.1-1). Table references are taken from the San Diego Re8iOn Model BMP Design Man1. Describe the BMP's in sufficient detail in your POP SWQMP to demonstrate the area, volume, and other crTterla can be met wfthln the constraints of the site. BM P's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head. Designated Staff have final review and approval authority over the project design. This BMP Sizing Spreadsheet has been updated in confo,mance with the San Diego Region Model BMP Design Manual, May 2018. For questions or concerns please contact the jurisdiction in which your project is located. BMP Sizing Spreadsheet V3.1 Project Name: lonis Lots 21 and 22 Hydrologic Unit: Carlsbad 904 Project Applicant: MBI Rain Gauge: Oceanside Jurisdiction: City of Carlsbad Total Project Area: 353,266 Parcel (APN): 0 Low Flow Threshold: 0.1Q2 BMP Name BIOFILTRATION BASIN 4 BMPType: Biofiltration DMA Rain Gauge Pre-developed Condition Unit Runoff Ratio DMA Area (ac) Orifice Flow -%Q2 Orifice Area Name Soil Type Slope (cfs/ac) (cfs) (in2) DMA 5 -Impervious Oceanside D Flat 0.571 0.598 0.034 0.49 DMA 5 -Pervious Oceanside D Flat 0.571 0.173 0.010 0.14 3.75 0.044 0.63 0.89 Max Tot. Allowable Max Tot. Allowable Max Orifice Max Orifice Head Orifice Flow Orifice Area Diameter (feet) (cfs) (in2) (in) 0.029 0.031 0.44 0.750 Average outflow during Max Orifice Outflow Actual Orifice Area Selected surface drawdown Orifice Diameter (cfs) (cfs) (in2) (in) Orawdown (Hrs) 18.1 BMP Sizing Spreadsheet V3.l Pro1ect Name: lonts Lots 21 and 22 H"'drolo12ic Unit: Carlsbad 904 Proiect Applicant: MBI Rain Gauae: Oceanside Jurisdiction: Citv of Carlsbad Total Project Area: 353,266 ParcellAPN): 0 Low Flow Threshold: 0,1Q2 BMP Name: BIOFILTRATION BASIN 3 BMPType: Biofiltration BMP Native Soll Type: N/A -Impervious Uner BMP lnfiltrat~on Rate jin/hr): N/A Areas Draining to BMP HMP Sizing factors Minimum BMP Size Area WeIg11tea fWnon OMA Pre Project Soll Post Project Factor Surface Area Surface Area (Sf) Name Area {sf} Type Pre-Project Slope Surface Type [Table G.2-1)1 OMA 6 • Impervious 21,338 0 Flat Mixed 1.00 0.07 1494 OMA 6 • Pervious 8,614 0 flat Mfxed 0.10 0.07 60 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BMP Tributary Area 29,952 Minimum BMP Size 1554 Proposed BMP Size• 1671 • Assumes standard configuration Surface Ponding Depth 12.00 in Bloretention Soll Media Depth 18.00 in Filter Coarse 6.00 in Gravel Storage Layer Depth 12 in Underdrain Offset 3.0 In Ngtes. 1. Runoff factors which are used for hydromodlficatlon management flow control (Table G.2~1) are drfferent from the runoff factors used for pollutant control BMP stZing (Table B. l-1). Table references are taken from the San Diego Region Model BMP Design Mant Describe the BMP's ,n sufficient detail In your POP SWQMP to demonstrate the area. volume, and other criteria can be met within the constraints of the sfte. BMP's must be adapted and applied to the conditions specific to the development pro1ect sl.J('.h as unstable slopes or the fack of avallabfe head. Designated Staff have final review and approval authority over the project design. This BMP Sizing Spread.sheet ha.s been updated in conformance with the San Diego Region Model BMP Oi!sign Manua11 May 2018. For questions or concerns please contact the jurisdiction in which your project rs located. BMP Sizing Spreadsheet V3.1 Project Name: lonis Lots 21 and 22 Hydrologic Unit: Carlsbad 904 Project Applicant: MBI Rain Gauge: Oceanside Jurisdiction: City of Carlsbad Total Project Area: 3S3,266 Parcel (APN): 0 Low Flow Threshold: 0.1Q2 BMP Name BIOFILTRATION BASIN 3 BMPType: Biofiltration DMA Rain Gauge Pre-developed Condition Unit Runoff Ratio OMA Area (ac) Orifice Flow -%Q2 Orifice Area Name Soil Type Slope (cfs/ac) (cfs) (in2) OMA 6 -Impervious Oceanside 0 Flat 0.571 0.490 O.Q28 0.40 OMA 6 • Pervious Oceanside 0 Flat 0.571 0.198 0.011 0.16 3.75 0.039 0.56 0.84 Max Tot. Allowable Max Tot. Allowable Max Orifice Max Orifice Head Orifice Flow Orifice Area Diameter (feet) (cfs) (in2) (in) 0.029 0.031 0.44 0.750 Average outflow during Max Orifice Outflow Actual Orifice Area Selected surface drawdown Orifice Diameter (cfs) (cfs) (in2) (in) Drawdown (Hrs) 16.1 BMP Sizing Spreadsheet V3.1 Pr'OJect Name: lonls Lots 21 and 22 Hydrolog1c Urnt: Carlsbad 904 Project Applicant: M81 Rain Gauge: Oceanside Jurisdiction: City of Carlsbad Total Project Area: 353,266 Parcel (APN): 0 low Flow Threshold: 0.1Q2 8MP Name: STORAGE VAULT 2 BMP Type: Clstem BMP Native Soil Type: N/A • lmper,,,ous liner BMP tnfiltratlon Rate {rn/hir): NA Areas Draining to BMP HMP Sizing Factors Mlnimum BMP Site Area we1gntea Kunon DMA Pre Project Soil Post Project Factor Volume Volume (CF) Name Area (sf) Type Pre•Project Slope Surface Type (TableG 2-1)1 DMA 8 & DMA 9 -Impervious 66,917 D Flat Mixed 1.00 0.12 8030 DMA B & DMA 9 • Perv,ous 23,533 D Flat Mlxed 0.10 0.12 282 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BMP Tributary Area 90,450 Minimum 8MP Size 8312 Proposed 8MP Size• 8600 .. Assumes standard configuration Standard Cistern Depth (OVerflow Elevation) 3.S ft Provided Cistern Depth {Overflow Elevation) 8.0 ft Minimum Required Cistern Footprint) 1039 Cf t:!£W; 1. Runoff factors which are used for hydro modification management flow control ff able G.2·1) are different from the runoff faaors used for pollutant control BMP sizing (Table 8.1-1). Table references are taken from the San Diego Region Model BMP Design Manua De.scribe the BMP's in sufficient detail in your POP SWQMP to demonstrat~ lhe atea, volume, and other critena c-an be met withm the constramt.s of the site. BMP's must be adapted and applled to the condi1ions specific to the development project such as unstable slopes or the lack of available head. Designated Staff have final review and approval authority over the pro,ect design. This BMP Sizing Spreadsheet has been updated in conformance with the San Diego Reg"ion Model BMP Design Manual, May 2018. For questtons or concerns please contact the Jurisdiction in which your project is located. lonis -Lots 21 and 22 Storage Vault 1 Input WQ Volume: ••• Input Factor: ~ /'C WQ Ponding Depth· ~ Note Find out the elevation value in relation to required HMP volume volume (cf) depth area (auto) 0 i....,h.,.. •-• -.-.i; ... --~ 51 0.05 1024 102 0.10 1024 154 0.15 1024 205 0.20 1024 256 0.25 1024 307 0.30 1024 358 0.35 1024 410 0.40 1024 461 0.45 1024 512 0.50 1024 563 0.55 1024 614 0.60 1024 666 0.65 1024 717 0.70 1024 768 0.75 1024 819 0.80 1024 870 0.85 1024 922 0.90 1024 973 0.95 ';..'.. ~ 1024 ,· -. .,.. -~ . 1075 1.05 1024 1126 1.10 1024 1178 1.15 1024 1229 1.20 1024 1280 1.25 1024 1331 1.30 1024 1382 1.35 1024 1434 1.40 1024 1485 1.45 1024 1536 1.50 1024 1587 1.55 1024 1638 1.60 1024 1690 1.65 1024 1741 1.70 1024 1792 1.75 1024 1843 1.80 1024 1894 1.85 1024 1946 1.90 1024 1997 1.95 1024 2048 ~~--·r-~ ~ 2099 2.05 1024 2150 2.10 1024 2202 2.15 1024 2253 2.20 1024 2304 2.25 1024 2355 2.30 1024 2406 2.35 1024 2458 2.40 1024 2509 2.45 1024 2560 2.50 1024 2611 2.55 1024 2662 2.60 1024 2714 2.65 1024 2765 2.70 1024 2816 2.75 1024 2867 2.80 1024 2918 2.85 1024 2970 2.90 1024 3021 2.95 1024 3072 \3'.tlll(• ... • -, .-. •--. 3123 3.05 1024 3174 3.10 1024 3226 3.15 1024 3277 3.20 1024 3328 3.25 1024 3379 3.30 1024 3430 3.35 1024 3482 3.40 1024 3533 3.45 1024 3584 3.50 1024 3635 3.55 1024 3686 3.60 1024 3738 3.65 1024 3789 3.70 1024 3840 3.75 1024 3891 3.80 1024 3942 3.85 1024 3994 3.90 1024 4045 3.95 1024 4096 ~•~-,,. ~r , .. ,_ '. 4147 4.05 1024 4198 4.10 1024 4250 4.15 1024 4301 4.20 1024 4352 4.25 1024 4403 4.30 1024 4454 4.35 1024 4506 4.40 1024 4557 4.45 1024 4608 4.50 1024 4659 4.55 1024 4710 4.60 1024 4762 4.65 1024 4813 4.70 1024 4864 4.75 1024 4915 4.80 1024 4966 4.85 1024 5018 4.90 1024 5069 4.95 1024 5120 .. ,:;; ··-•.·, 'i lt.111~ 5171 5.05 , ..... 5222 5.10 1024 5274 5.15 1024 5325 5.20 1024 5376 5.25 1024 5427 5.30 1024 5478 5.35 1024 5530 5.40 1024 5581 5.45 1024 5632 5.50 1024 5683 555 1024 5734 5.60 1024 5786 5.65 1024 5837 5.70 1024 5888 5.75 1024 5939 5.80 1024 5990 5.85 1024 6042 5.90 1024 6093 5.95 1024 6144 6.00 .._. .. 6195 6.05 1024 6246 6.10 1024 6298 6.15 1024 6349 6.20 1024 6400 6.25 1024 6451 6.30 1024 6502 6.35 1024 6554 6.40 1024 6605 6.45 1024 6656 6.50 1024 6707 6.55 1024 6758 6.60 1024 6810 6.65 1024 6861 6.70 1024 6912 6.75 1024 6963 6.80 1024 7014 6.85 1024 7066 6.90 1024 7117 6.95 1024 7168 7.00 ~.,.,... ,. 7219 7.05 1024 7270 7.10 1024 7322 7.15 1024 7373 7.20 1024 7424 7.25 1024 7475 7.30 1024 7526 7.35 1024 7578 7.40 1024 7629 7.45 1024 7680 7.50 1024 7731 7.55 1024 7782 7.60 1024 7834 7.65 1024 7885 7.70 1024 7936 7.75 1024 7987 7.80 1024 8038 7.85 1024 8090 7.90 1024 8141 7.95 1024 8192 8.00 ~ 4.05 4909 820 6.60 0 70 0.00 0.05 40,494.50 O.OS2 0.00 0.00 0.000 o.oo 0.00 0.000 0.00 0.00 0.000 0.000 0.052 4.10 49.70 8.40 6.80 0.80 0.00 o.os 43111,31 0.053 000 0,00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.000 0.053 4,1S 5030 8.60 7.00 0.90 o.oo 005 45861.75, 0.053 000 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0,000 o.os, 4.20 50,91 8.l!O 7.20 LOO 0.00 o.os 48'7S0.6S 0.053 000 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.000 oos, .,, 51..51 9.00 7.40 1.10 0.00 0.05 S1783.2S D.OSd 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0,000 0.054 4,30 52.11 9.20 7.60 1.20 0,00 0.05 S-4964.84 0.OS4 0.00 0.00 0.000 o.oo 0.00 0.000 0,00 0.00 0.000 0.000 0.054 4.35 52.73 9.40 7.80 1.30 0.00 0,05 58300.SS 0.(64 0.00 0.00 0.000 0,00 0.00 0.000 0.00 0.00 0.000 0.000 0.054 4.40 S3.3.3 9.60 8.00 l40 0.00 0.05 61796.81 o.os, 0.00 0.00 0000 0.00 o.oo 0.000 0.00 0.00 0.000 0.000 o.oss 4.4S Sl.94 9.80 8.20 1.50 0.00 o.os 6-54S8.41 o.oss 0,00 0.00 0.000 0.00 o.oo 0.000 0.00 0.00 0.000 0.000 o.oss •.50 5'5S 1000 S.40 1.60 0.00 0.0& ,9291.48 o.oss o.oo 0.00 0000 000 0.00 0.000 0.00 0.00 0.000 0.000 o.oss 4.SS S5.15 10.20 3.60 1.70 0.00 0.06 73301-~ O.OSti o.oo o.oo 0,000 0,00 o.oo 0,000 0,00 0.00 0.000 0.000 0.0S6 4.60 ss 76 10.40 8.80 1.80 0.00 0.06 7749:).92 0.OSti 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.000 0.056 4.6S S6.36 10.60 900 1,90 0.00 0.06 su~.60 0.056 o.oo o.oo 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.000 0.OS6 4,70 !>6.97 10.80 9.20 2.00 0.00 0.06 864$9.36 O.OSti o.oo 0.00 0,000 0,00 0.00 0.000 0.00 0.00 0.000 0.000 0056 4.7' 5758 11.00 9.40 2.10 0.00 0.06 9D41 70 0.057 0,00 0.00 0.000 0,00 0.00 0.000 0,00 0.00 0.000 0.000 0.057 4,80 58.18 11 20 9.60 2.20 0.00 0.06 .. ,33.26 0.057 o.oo o.oo 0.000 0,00 0.00 0.000 0.00 0.00 0.000 0.000 0.057 4.SS !>8.79 1140 9.80 2.30 0.00 0.06 101440.83 0.057 0.00 000 0,000 0,00 0.00 0,000 0.00 0.00 0.000 0.000 0.057 4.90 5,9.39 11.60 10.00 2.40 0.00 0.06 106871.)S o.ose o.oo o.oo 0.000 o.oo 0.00 0.000 0,00 0.00 0.000 0.000 0.058 4.95 60.00 11.80 10.20 2.S0 0.00 0.06 112531.89 o.ose 0.00 0.00 0.000 0,00 0.00 0000 0.00 0.00 0000 0000 o.osa s.oo 60.61 12')() 1040 2.60 0.00 0.06 UM29.69 o.ose 000 0,00 0.000 0,00 0.00 0.000 0,00 o.oo 0.000 0.000 o.ose WQ VOLUME DRAWDOWN TIME Vault 1 Drawdown (WQ) ~ 6.05 ft~ 46.1 Elevation QAVG (CFS) J.Vn,n,1 (CF) 1T(HR) Total T 0.00 0.001 51.2 0.00 0.00 0.05 0.004 51.2 0.00 0.00 0.10 0.007 51.2 0.00 0.00 0.15 0.010 51.2 1.49 0.00 0.20 0.011 51.2 1.27 1.49 0.25 0.013 51.2 1.13 2.76 0.30 0.014 51.2 1.02 3.89 0.35 0.015 51.2 0.94 4.91 0.40 0.016 51.2 0.88 5.85 0.45 0.017 51.2 0.83 6.73 0.50 0.018 51.2 0.78 7.56 0.55 0.019 51.2 0.74 8.34 0.60 0.020 51.2 0.71 9.08 0.65 0.021 51.2 0.68 9.79 0.70 0.022 51.2 0.66 10.48 0.75 0.022 51.2 0.63 11.13 0.80 0.023 51.2 0.61 11.77 0.85 0.024 51.2 0.60 12.38 0.90 0.025 51.2 0.58 12.98 0.95 0.025 51.2 0.56 13.56 LOO 0.026 51.2 0.55 14.12 1.05 0.027 51.2 0.53 14.67 1.10 0.027 51.2 0.52 15.20 1.15 0.028 51.2 0.51 15.72 1.20 0.028 51.2 0.50 16.23 1.25 0.029 51.2 0.49 16.73 1.30 0.030 51.2 0.48 17.22 1.35 0.030 51.2 0.47 17.70 1.40 0.031 51.2 0.46 18.17 1.45 0.031 51.2 0.45 18.63 1.50 0.032 51.2 0.45 19.09 1.55 0.032 51.2 0.44 19.53 1.60 0.033 51.2 0.43 19.97 1.65 0.033 51.2 0.43 20.40 1.70 0.034 51.2 0.42 20.83 1.75 0.034 51.2 0.41 21.25 1.80 0.035 51.2 0.41 21.66 1.85 0.035 51.2 0.40 22.07 1.90 0.036 51.2 0.40 22.47 1.95 0.036 51.2 0.39 22.87 2.00 0.037 51.2 0.39 23.26 2.05 0.037 51.2 0.38 23.64 2.10 0.038 51.2 0.38 24.02 2.15 0.038 51.2 0.37 24.40 2.20 0.039 51.2 0.37 24.77 2.25 0.039 51.2 0.36 25.14 2.30 0.040 51.2 0.36 25.50 2.35 0.040 51.2 0.36 25.86 2.40 0.040 51.2 0.35 26.22 2.45 0.041 51.2 0.35 26.57 WQ VOLUME DRAWDOWN TIME 2.50 0.041 51.2 0.34 26.92 2.55 0.042 51.2 0.34 27.26 2.60 0.042 51.2 0.34 27.61 2.65 0.042 51.2 0.33 27.94 2.70 0.043 51.2 0.33 28.28 2.75 0.043 51.2 0.33 28.61 2.80 0.044 51.2 0.33 28.94 2.85 0.044 51.2 0.32 29.27 2.90 0.044 51.2 0.32 29.59 2.95 0.045 51.2 0.32 29.91 3.00 0.045 51.2 0.31 30.23 3.05 0.046 51.2 0.31 30.54 3.10 0.046 51.2 0.31 30.85 3.15 0.046 51.2 0.31 31.16 3.20 0.047 51.2 0.30 31.47 3.25 0.047 51.2 0.30 31.77 3.30 0.047 51.2 0.30 32.08 3.35 0.048 51.2 0.30 32.38 3.40 0.048 51.2 0.30 32.67 3.45 0.048 51.2 0.29 32.97 3.50 0.049 51.2 0.29 33.26 3.55 0.049 51.2 0.29 33.55 3.60 0.050 51.2 0.29 33.84 3.65 0.050 51.2 0.29 34.13 3.70 0.050 51.2 0.28 34.41 3.75 0.051 51.2 0.28 34.70 3.80 0.051 51.2 0.28 34.98 3.85 0.051 51.2 0.28 35.26 3.90 0.052 51.2 0.28 35.54 3.95 0.052 51.2 0.27 35.81 4.00 0.052 51.2 0.27 36.09 4.05 0.053 51.2 0.27 36.36 4.10 0.053 51.2 0.27 36.63 4.15 0.053 51.2 0.27 36.90 4.20 0.054 51.2 0.27 37.16 4.25 0.054 51.2 0.26 37.43 4.30 0.054 51.2 0.26 37.69 4.35 0.054 51.2 0.26 37.96 4.40 0.055 51.2 0.26 38.22 4.45 0.055 51.2 0.26 38.48 4.50 0.055 51.2 0.26 38.74 4.55 0.056 51.2 0.26 38.99 4.60 0.056 51.2 0.25 39.25 4.65 0.056 51.2 0.25 39.50 4.70 0.057 51.2 0.25 39.75 4.75 0.057 51.2 0.25 40.01 4.80 0.057 51.2 0.25 40.26 4.85 0.058 51.2 0.25 40.50 4.90 0.058 51.2 0.25 40.75 4.95 0.058 51.2 0.24 41.00 5.00 0.058 51.2 0.24 41.24 4620 -. • ._,,,.. ~• L' ,..., 4697 3.05 1540 4774 3.10 1540 4851 3.15 1540 4928 3.20 1540 5005 3.25 1540 5082 3.30 1540 5159 3.35 1540 5236 3.40 1540 5313 3.45 1540 5390 3.50 1540 5467 3.55 1540 5544 3.60 1540 5621 3.65 1540 5698 3.70 1540 5775 3.75 1540 5852 3,80 1540 5929 3,85 1540 6006 3,90 1540 6083 3.95 1540 6160 .. ·,,.,.. ' i ~~ 6237 4.05 1540 6314 4.10 1540 6391 4.15 1540 6468 4.20 1540 6545 4.25 1540 6622 4.30 1540 6699 4.35 1540 6776 4.40 1540 6853 4.45 1540 6930 4.50 1540 7007 4.55 1540 7084 4.60 1540 7161 4.65 1540 7238 4.70 1540 7315 4.75 1540 7392 4.80 1540 7469 4.85 1540 7546 4.90 1540 7623 4.95 1540 7700 ',I"~'!:~ ----7777 5.05 7854 5.10 1540 7931 5.15 1540 8008 5.20 1540 8085 5.25 1540 8162 5.30 1540 8239 5.35 1540 8316 5.40 1540 8393 5.45 1540 8470 5.50 1540 8547 5.55 1540 8624 5.60 1540 8701 5.65 1540 8778 5.70 1540 8855 5.75 1540 8932 5.80 1540 9009 5.85 1540 9086 5,90 1540 9163 5.95 1540 9240 6.00 :•• ·-- 9317 6.05 1540 9394 6.10 1540 9471 6.15 1540 9548 6.20 1540 9625 6.25 1540 9702 6.30 1540 9779 6.35 1540 9856 6,40 1540 9933 6.45 1540 10010 6.50 1540 10087 6.55 1540 10164 6.60 1540 10241 6.65 1540 10318 6.70 1540 10395 6.75 1540 10472 6.80 1540 10549 6.85 1540 10626 6.90 1540 10703 6.95 1540 10780 7.00 I"~~• -·:.. 10857 7.05 1540 10934 7.10 1540 11011 7.15 1540 11088 7.20 1540 11165 7.25 1540 11242 7.30 1540 11319 7.35 1540 11396 7.40 1540 11473 7.45 1540 11550 7.50 1540 11627 7.55 1540 11704 7.60 1540 11781 7,65 1540 11858 7.70 1540 11935 7.75 1540 U012 7.80 1540 12089 7.85 1540 12166 7.90 1540 12243 7.95 1540 12320 8.00 ~E 12397 8.05 12474 8.10 1540 12551 8.15 1540 12628 8.20 1540 12705 8.25 1540 12782 8.30 1540 12859 8.35 1540 12936 8.40 1540 13013 8.45 1540 13090 8.50 1540 13167 8.55 1540 13244 8.60 1540 13321 8.65 1540 13398 8.70 1540 13475 8.75 1540 13552 8.80 1540 13629 8.85 1540 13706 8.90 1540 13783 8,95 1540 13860 9.00 1540 13937 9.05 Mti 14014 9.10 14091 9.15 1540 14168 9.20 1540 14245 9.25 1540 14322 9.30 1540 14399 9.35 1540 14476 9.40 1540 14553 9.45 1540 14630 9.50 1540 14707 9.55 1540 14784 9.60 .,.~, 14861 9.65 1540 14938 9.70 1540 15015 9.75 -· 15092 9.80 1540 15169 9.85 1540 15246 9.90 1540 15323 9.95 1540 15400 10.00 1540 3.90 39 00 7.60 6.00 0,40 0.00 0.08 20167.46 0.07S 0.00 0.00 0000 0.00 0.00 0.000 0.00 000 0.000 0.000 0.075 3.9S 39.SO 7.80 6.20 o.so 0.00 0.08 11530.81 0.076 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.000 0.076 •.oo 40.00 8.00 6.40 0.60 000 0.08 22966.86 0()76 000 0.00 0.000 0.00 0.00 0.000 o.oo 0.00 0.000 0.000 0076 4.0S 40 SO 8.20 6.60 0.70 0.00 0.08 244?8.4S 0.077 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.000 0077 4.10 41,00 8.40 6.80 0.80 0.00 0.08 26068.Sl 0.077 0.00 0.00 0.000 0.00 0.00 0.000 000 0.00 0.000 0.000 0.077 4.lS 41 SO 8.60 7.00 0.90 0.00 0.08 21740.12 0.078 000 0.00 0.000 0.00 0.00 0.000 000 0.00 0.000 0.000 0.078 4.20 4200 8.80 7.20 1.00 0.00 0.08 29496.31 0.078 000 0.00 0.000 o.oo 0.00 0.000 0.00 0.00 0.000 0.000 0.078 4.25 42.SO 9.00 7.40 l-10 0.00 0.08 31340.26 0.079 000 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.000 0.079 4.30 4300 9.20 7.60 1.20 0.00 0.08 33275.22 0.079 0.00 0.00 0.000 000 000 0 000 000 0.00 0.000 0.000 0.079 43S 43 SO 9.40 7 80 1.30 0.00 0.08 35l04.Sl 0.080 000 0.00 0.000 0.00 000 0.000 000 0.00 0.000 0.000 0.080 d.40 4. 00 9.60 B.00 1.40 0.00 0.08 3'143LS7 0.080 000 0.00 0.000 0.00 0.00 0 000 0.00 0.00 0.000 0,000 0.080 ,t.45 ••.so 9.80 8 20 1.50 0.00 0.08 396S9.84 0.081 0.00 0.00 0,000 0.00 0.00 0.000 0.00 0.00 0.000 0.000 0.081 '-SO ,soo 10.00 8 40 1.60 0,00 008 '199291 0.081 0.00 0.00 0.000 0.00 0.00 0.000 0.00 000 0 000 0.000 0.081 4.SS 4S SO 10.20 8.60 1.70 0.00 0.08 44434.43 0.082 0.00 0.-00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.000 0.082 4 60 •• 00 10.40 8.80 L.80 0.00 0.08 46988.14 0.081 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0000 0081 4.65 46.50 10.60 9.00 1.90 0.00 0.08 496S7.85 0.082 0.00 0.00 0.000 0.00 000 0.000 0.00 0.00 0.000 0.000 0.082 4,70 41.00 to.BO 9.lO 2.00 0.00 0.08 52447.46 0.083 000 000 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.000 0.083 4.75 47.SO 11.00 9,40 2.10 0.00 0.08 55360.98 0.083 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.000 0.083 4 80 48.00 11.20 9.60 uo 0.00 008 58402.47 0.084 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0,000 0.000 0.084 4.85 48.50 11.40 9.80 2.30 0.00 0.08 61576.11 0.084 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.000 0.084 4 90 49.00 11.60 10.00 2.40 o.oo 0.08 64886.17 0.085 000 0.00 0000 0.00 0.00 0.000 0.00 0.00 0.000 0.000 0.085 4.95 49.50 tl.80 10.20 2.50 0.00 0.09 68Jl6.97 0.085 0.00 0.00 0.000 0.00 0.00 0.000 0,00 0.00 0.000 0.000 008~ ~-00 50.00 12.00 )0.40 260 0.00 0.09 719l2,97 0.066 0.00 o.oo 0000 0.00 0.00 0.000 0.00 0.00 0,000 0.000 0.086 WQ VOLUME DRAWDOWN TIME Vault 2 Drawdown fWg.)@ 5.40 ft -44.4 Elevation O,,,vG (CFS) j,Vn,n+l (CF) 1T(HR) Total T 0.00 0.001 77.0 0.00 0.00 0.05 0.005 77.0 0.00 0.00 0.10 0.010 77.0 0.00 0.00 0.15 0.014 77.0 1.58 0.00 0.20 0.016 77.0 1.33 1.58 0.25 0.018 77.0 1.17 2.91 0.30 0.020 77.0 1.06 4.09 0.35 0.022 77.0 0.98 5.15 0.40 0.024 77.0 0.91 6.13 0.45 0.025 77.0 0.85 7.04 0.50 0.026 77.0 0.81 7.89 0.55 0.028 77.0 0.77 8.70 0.60 0.029 77.0 0.73 9.47 0.65 0.030 77.0 0.70 10.20 0.70 0.032 77.0 0.68 10.90 0.75 0.033 77.0 0.65 11.58 0.80 0.034 77.0 0.63 12.23 0.85 0.035 77.0 0.61 12.87 0.90 0.036 77.0 0.59 13.48 0.95 0.037 77.0 0.58 14.07 1.00 0.038 77.0 0.56 14.65 1.05 0.039 77.0 0.55 15.22 1.10 0.040 77.0 0.54 15.77 1.15 0.041 77.0 0.52 16.30 1.20 0.042 77.0 0.51 16.83 1.25 0.043 77.0 0.50 17.34 1.30 0.043 77.0 0.49 17.84 1.35 0.044 77.0 0.48 18.34 1.40 0.045 77.0 0.47 18.82 1.45 0.046 77.0 0.47 19.29 1.50 0.047 77.0 0.46 19.76 1.55 0.047 77.0 0.45 20.22 1.60 0.048 77.0 0.44 20.67 1.65 0.049 77.0 0.44 21.11 1.70 0.050 77.0 0.43 21.55 1.75 0.050 77.0 0.42 21.98 1.80 0.051 77.0 0.42 22.40 1.85 0.052 77.0 0.41 22.82 1.90 0.053 77.0 0.41 23.23 1.95 0.053 77.0 0.40 23.64 2.00 0.054 77.0 0.40 24.04 2.05 0.055 77.0 0.39 24.43 2.10 0.055 77.0 0.39 24.82 2.15 0.056 77.0 0.38 25.21 2.20 0.057 77.0 0.38 25.59 2.25 0.057 77.0 0.37 25.97 2.30 0.058 77.0 0.37 26.34 2.35 0.059 77.0 0.36 26.71 2.40 0.059 77.0 0.36 27.08 2.45 0.060 77.0 0.36 27.44 WQ VOLUME DRAWDOWN TIME 2.50 0.060 77.0 0.35 27.79 2.55 0.061 77.0 0.35 28.15 2.60 0.062 77.0 0.35 28.50 2.65 0.062 77.0 0.34 28.84 2.70 0.063 77.0 0.34 29.19 2.75 0.063 77.0 0.34 29.53 2.80 0.064 77.0 0.33 29.87 2.85 0.065 77.0 0.33 30.20 2.90 0.065 77.0 0.33 30.53 2.95 0.066 77.0 0.33 30.86 3.00 0.066 77.0 0.32 31.18 3.05 0.067 77.0 0.32 31.51 3.10 0.067 77.0 0.32 31.83 3.15 0.068 77.0 0.31 32.14 3.20 0.069 77.0 0.31 32.46 3.25 0.069 77.0 0.31 32.77 3.30 0.070 77.0 0.31 33.08 3.35 0.070 77.0 0.31 33.39 3.40 0.071 77.0 0.30 33.69 3.45 0.071 77.0 0.30 34.00 3.50 0.072 77.0 0.30 34.30 3.55 0.072 77.0 0.30 34.59 3.60 0.073 77.0 0.29 34.89 3.65 0.073 77.0 0.29 35.18 3.70 0.074 77.0 0.29 35.48 3.75 0.074 77.0 0.29 35.77 3.80 0.075 77.0 0.29 36.06 3.85 0.075 77.0 0.28 36.34 3.90 0.076 77.0 0.28 36.63 3.95 0.076 77.0 0.28 36.91 4.00 0.077 77.0 0.28 37.19 4.05 0.077 77.0 0.28 37.47 4.10 0.078 77.0 0.28 37.75 4.15 0.078 77.0 0.27 38.02 4.20 0.079 77.0 0.27 38.30 4.25 0.079 77.0 0.27 38.57 4.30 0.079 77.0 0.27 38.84 4.35 0.080 77.0 0.27 39.11 4.40 0.080 77.0 0.27 39.38 4.45 0.081 77.0 0.26 39.64 4.50 0.081 77.0 0.26 39.91 4.55 0.082 77.0 0.26 40.17 4.60 0.082 77.0 0.26 40.43 4.65 0.083 77.0 0.26 40.69 4.70 0.083 77.0 0.26 40.95 4.75 0.084 77.0 0.26 41.21 4.80 0.084 77.0 0.25 41.46 4.85 0.084 77.0 0.25 41.72 4.90 0.085 77.0 0.25 41.97 4.95 0.085 77.0 0.25 42.22 5.00 0.086 77.0 0.25 42.47 ATTACHMENT 3 Structural BMP Maintenance Information Use this checklist to ensure the required information has been included in the Structural BMP Maintenance lnfonnation 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.) I i Recommended equipment to perform maintenance I : When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management Typical Maintenance Indicators and Actions BMPs located on the lonis project consist of Biofiltrotion Basins with vegetation and MWS units with vegetation. Section 7 .7.1, 7.7.4, and 7.7 .5 apply to this project and have been provided below for reference. 7 .7 .1 Maintenance of Vegetated Infiltration or Filtration BMPs "Vegetated infiltration or filtration BMPs" are BMPs that include vegetation as a component of the BMP. Applicable Fact Sheets may include INF-2 (bioretention in Appendix E.9), PR-1 (biofiltration with partial retention in Appendix E.12), BF-1 (biofiltration) or FT-1 (vegetated swale in Appendix E.16) *. The vegetated BMP may or may not include amended soils, subsurface gravel layer, underdrain, and/or impermeable liner. The project civil engineer is responsible for determining which maintenance indicators and actions shown below are applicable based on the components of the structural BMP. Table 7-2. Maintenance Indicators and Actions for Vegetated BMPS Typical Maintenance lndicator(s) Maintenance Actions for¥ "BMPs Accumulation of sediment, litter, or Remove and properly dispose of accumulated materials, debris without damage to the vegetation. Poor vegetation establishment Re-seed, re-plant, or re-establish vegetation per original plans. Overgrown vegetation Mow or trim as appropriate, but not less than the design height of the vegetation per original plans when applicable (e.g. a vegetated swale may require a minimum vegetation height). Erosion due to concentrated Repair/re-seed/re-plant eroded areas and adjust the irrigation irrigation flow system. Erosion due to concentrated storm Repair/re-seed/re-plant eroded areas, and make appropriate water runoff flow corrective measures such as adding erosion control blankets, adding stone at flow entry points, or minor re-grading to restore proper drainage according to the original plan. If the issue is not corrected by restoring t he BMP to the original plan and grade, the City Engineer shall be contacted prior to any additional repairs or reconstruction. Standing water in vegetated swales Make appropriate corrective measures such as adjusting used for pretreatment and/or site irrigation system, removing obstructions of debris or invasive design BMPs vegetation, loosening or replacing top soil to allow for better infiltration, or minor re-grading for proper drainage. If the issue is not corrected by restoring the BMP to the original plan and grade, the City Engineer shall be contacted prior to any additional repairs or reconstruction. Standing water in bioretention, Make appropriate corrective measures such as biofiltration with partial retention, inspecting/unclogging orifice opening, adjusting irrigation or biofiltration areas, or flow-system, removing obstructions of debris or invasive through planter boxes* for longer vegetation, clearing underdrains (where applicable), or than 96 hours following a storm repairing/replacing clogged or compacted soils. event** Obstructed inlet or outlet structure Clear obstructions. Damage to structural components Repair or replace as applicable. such as weirs, inlet or outlet structures *Vegetated swales and flow-through planter boxes in regards to flow-thru treatment control BMPs are not options as structural BMPs. Carlsbad has not adopted an Alternative Compliance Program. **These BMPs typically include a surface ponding layer as part of their function which may take 96 hours to drain following a storm event. 7.7.4 Maintenance of Detention BMPs "Detention BMPs" includes basins, cisterns, vaults, and underground galleries that are primarily designed to store runoff for controlled release to downstream systems. For the purpose of the maintenance discussion, this category does not include an infiltration component (refer to "vegetated infiltration or filtration BMPs" or "non-vegetated infiltration BMPs" above). Applicable Fact Sheets may include HU-1 (cistern in Appendix E.7) or FT-4 (extended detention basin in Appendix E.19) *. There are many possible configurations of above ground and underground detention BMPs, including both proprietary and non-proprietary systems. The project civil engineer is responsible for determining which maintenance indicators and actions shown below are applicable based on the components of the structural BMP. Table 7-5. Maintenance Indicators and Actions for Detention BMPs Typical Maintenance lndlcator(s) Maintenance Actions for Detention Basins Poor vegetation establishment Re-seed, re-establish vegetation. Overgrown vegetation Mow or trim as appropriate. Erosion due to concentrated Repair/re-seed/re-plant eroded areas and adjust the irrigation irrigation flow system. Erosion due to concentrated storm Repair/re-seed/re-plant eroded areas and adjust the irrigation water runoff flow system. Accumulation of sediment, litter, or Remove and properly dispose of accumulated materials. debris Standing Water Make appropriate corrective measures such as adjusting irrigation system, removing obstructions of debris or invasive vegetation, or minor re-grading for proper drainage. Obstructed inlet or outlet structure Clear obstructions. Damage to structural components Repair or replace as applicable. such as weirs, inlet or outlet structures 7.7.S Maintenance of Trash Capture Devices Trash capture devices include any device listed in the California Water Board's certified list of Trash Capture Devices and BMPs. The project civil engineer should refer to the manufacturer's guide for maintenance indicators and actions. Table 7-6. Maintenance Indicators and Actions for Trash Captures BMPs Typical Maintenance lndlcator(s) Maintenance Actions for Trash Captures BMPs Accumulation of sediment, litter, or Remove and properly dispose accumulated materials debris Obstructed inlet or outlet structure Clear obstructions. Clogged filter media Remove and properly dispose filter media, and replace with fresh media. Damage to components of the Repair or replace as applicable filtration system Note: For trash capture BMPs, refer to the manufacturer's maintenance guide