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CDP 2019-0005; CARLSBAD CORPORATE PLAZA PARKING STRUCTURE; STORM WATER QUALITY MANAGEMENT PLAN; 2020-08-18
cord Copy CITY OF CARLSBAD PRIORITY DEVELOPMENT PROJECT (POP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR - - ;PARKING STRUCTURE CARLSBAD CORPORATE PLAZA SDP 2019-0003 I COP 2019-0005! SP 2019-0002 DWG 5244A / GR2020 -O 13; ENGINEER OF WORK: 3REGO'Y 'ff. LANG, P.E. RCE 68075 EXP: 06-30-21 PASCO LARET SUITER & ASSOCIATES, INC. 535 N. HIGHWAY 101, SUITE A ;OLANA BEACH, CA 92075 PREPARED FOR: NEXTMED III Owner, LLC 6125 Paseo Del Norte, Suite 210 Carlsbad, CA 92011 760-494-9216 PREPARED BY: PASCO LARET SUITER & ASSOCIATES CIVIL ENGINEERING + LAND PLANNING + LAND SURVEYING 535 N. HIGHWAY 101, SUITE A SOLANA BEACH, CA 92075 858-259-8212 DATE: August 18, 2020 RECE WED AUG 272020 LAND DEVELOPMENT ENGINEERING STORM WATER QUALITY MANAGEMENT PLAN JANUARY2020 TABLE OF CONTENTS ENGINEER'S CERTIFICATION PROJECT VICINITY MAP STORM WATER STANDARD QUESTIONNAIRE SITE INFORMATION SUMMARY OF PDP STRUCTURAL BMPs ATTACHMENT I - Backup for PDP Pollutant Control BMPs Attachment I a...............................................................................................DMA Exhibit Attachment lb ....... Tabular Summary of DMAs and Design Capture Volume Calculations Attachment lc .......................................................Harvest and Use Feasibility Screening Attachment Id .......................................Categorization of Infiltration Feasibility Condition Attachment le..........................Pollutant Control BMP Design Worksheets I Calculations ATTACHMENT 2— Backup for PDP Hydromodification Control Measures Attachment 2a.....................................................Hydromodification Management Exhibit Attachment 2b..............................Potential Critical Coarse Sediment Yield Areas Exhibit Attachment 2c.......................................................................Flow Control Facility Design ATTACHMENT 3— Structural BMP Maintenance Plan Attachment 3a......................................................................Structural BMP Maintenance ATTACHMENT 4— City of Carlsbad Standard Single Sheet BMP Exhibits Attachment 4a.............................................................Single Sheet BMP Exhibit NEXTMED PARKING STRUCTURE 2 STORM WATER QUALITY MANAGEMENT PLAN JANUARY2020 CERTIFICATION PAGE Project Name: NextMed Parking Structure Project ID: SDP(Minor) 2019-0003 I CDP 2019-0005 I SP(AMEND) 2019-0002 I hereby declare that I am the Engineer in Responsible Charge of design of storm water BMPs for this project, and that I have exercised responsible charge over the design of the project as defined in Section 6703 of the Business and Professions Code, and that the design is consistent with the requirements of the BMP Design Manual, which is based on the requirements of SDRWQCB Order No. R9-2013-0001 (MS4 Permit) or the current Order. I have read and understand that the City Engineer .has adopted minimum requirements for managing urban runoff, including storm water, from land development activities, as described in the BMP Design Manual. I certify that this SWQMP has been completed to the best of my ability and accurately reflects the project being proposed and the applicable source control and site design BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I understand and acknowledge that the plan check review of this SWQMP by the City Engineer is confined to a review and does not relieve me, as the Engineer in Responsible Charge of design of storm water BMPs for this project, of my responsibilities for project design. 91 U U 7/27/2020 Gregory W..t.ang, P.E. RCE 68075 Exp: 06-30-21 Date Pasco Laret Suiter & Associates 535 N. Highway 101, Suite A' Solana Beach, CA 92075 NEXIMED PARKING STRUCTURE I 3 STORM WATER STANDARDS Development Services (City of Carlsbad 1635QUESTIONNAIRE Land Development Engineering Faraday Avenue E-34 (760) 602-2750 www.carlsbadca.gov I 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 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: NextMed Parking Structure PROJECT ID: ADDRESS: 6183 & 6185 Paseo Del Norte APN: 211-040-18-00 The project is (check one): El New Development J Redevelopment The total proposed disturbed area is: 53,745 ft2 (_1.23 ) acres The total proposed newly created and/or replaced impervious area is: 47,104 ft2 (_1.08 ) 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 I and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. E-34 Page 1 0f4 REV 02/16 STEP I TO BE COMPLETED FOR ALL PROJECTS To determine if your project is a 'development project", please answer the following question: YES NO Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? If you answered "yes" to the above question, provide justification below then go to Step 5, mark the third 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 POP 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: Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; El 21 Designed and constructed to be hydraulically disconnected from paved streets or roads; C) Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets guidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in o ii \ 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? 0 1I If you answered "yes" to one or more of the above questions, provide discussion/justification below, then go to Step 5, 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 04/17 I • To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1)): YES NO 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, 0 IJ and public development projects on public or private land. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and 0 refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). 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 0 Iii development project includes development on any natural slope that is twenty-five percent or greater. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious street, road, highway, freeway or driveway surface collectively over the entire project site? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, _trucks, _motorcycles, _and other vehicles. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of 0 EI 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).* 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 El 91 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. 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 El 21 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. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land and are expected to generate pollutants post construction? 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%? (CIVIC 0 EI 21.203.040) If you answered "yes" to one or more of the above questions, your project is a PDP. If your project is a redevelopment project, go to step 4. If your project is a new project, go to step 5, 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, check the second box stating "My project is a 'STANDARD PROJECT'..." and complete applicant information. E-34 Page 3 of 4 REV 04/17 STEP 4 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (POP) 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) = 148.674 sq. ft. 9 0 Total proposed newly created or replaced impervious area (B) = 47,104 sq. ft. Percent impervious area created or replaced (BIA)*100 = 32% % If you answered "yes", the structural BMPs required for PDP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 5, check the first box stating "My project is a PDP .. ." and complete applicant information. If you answered "no," the structural BMP's required for PDP apply to the entire development. Go to step 5, check the check the first box stating "My project is a PDP ..." and complete applicant information. STEP 5 CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION 91 My project is a PDP and must comply with POP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) for submittal at time of application. El 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. 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. El 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: Greaory W. Lana P. E. Applicant Title: Principal Applicant Signature:_ Q. __ Date: 01/30/2020 - nvironmeniauy ziensmve areas uncivae out are not iumutea to aii uean water Act bection sU5(o) impairea water ooaies; areas aesignatea as Areas or bpeclai 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. This Roy fnr ON Use Univ nce: YES NO o o EDate: E-34 Page 4 of 4 REV 04/17 STORM WATER QUALITY MANAGEMENT PLAN JANUARY2020 SITE INFORMATION CHECKLIST Project Summary Information Project Name NextMed Parking Structure Project ID Project Address 6183 & 6185 Paseo Del Norte Carlsbad, CA 92011 Assessor's Parcel Number(s) (APN(s)) 211-040-18 Hydrologic Unit: Carlsbad Project Watershed (Hydrologic Unit) Hydrologic Area: Encinas Hydrologic Sub-Area #: 904.40 Parcel Area 4.59 Acres (±199.940 Square Feet) Existing Impervious Area (subset of Parcel Area) 3.41 Acres (148.674 Square Feet) Area to be disturbed by the'iroject (Project Area) 1.23 Acres ( 53,745 Square Feet) Project Proposed Impervious Area (subset of Project Area) 1.08 Acres (47.104 Square Feet) Project Proposed Pervious Area (including D.G., Deminimus, and Self-Mitigating Area) 0.15 Acres (_§,641 Square Feet) Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the Project. This may be less than the Parcel Area. NEXTMED PARKING STRUCTURE 5 STORM WATER QUALITY MANAGEMENT PLAN Description of Existing Site Condition and Drainage Patterns Current Status of the Site (select all that apply): [9 Existing development Previously graded but not built out Agricultural or other non-impervious use Vacant, undeveloped/natural Description / Additional Information: The existing site is comprised of a surface parking lot with landscaped islands. Existing Land Cover Includes (select all that apply): tJ Vegetative Cover Non-Vegetated Pervious Areas 9 Impervious Areas Description / Additional Information: See description above. Underlying Soil belongs to Hydrologic Soil Group (select all that apply): 0NRCS Type A 0NRCS Type B 0NRCS Type C IINRCS Type D Approximate Depth to Groundwater (GW): GW Depth < 5 feet 05 feet < GW Depth < 10 feet olo feet <GWDepth <20feet !JGW Depth > 20 feet Existing Natural Hydrologic Features (select all that apply): 0 Watercourses 0 Seeps Springs 0 Wetlands IJ None Description/ Additional Information: N/A NEXTMED PARKING STRUCTURE DO JANUARY2020 STORM WATER QUALITY MANAGEMENT PLAN JANUARY 2020 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]: In the existing condition storm water runoff from the site flows overland across the parking lot in a northwesterly direction and is collected in the existing storm drain located along the northern boundary of the parking lot. Flow continues northeasterly in the storm drain where it discharges onsite to a grouted rip rap pad, then re-enters a short segment of storm drain prior to discharging via curb outlet to Paseo Del Norte. Runoff flows northerly as gutter flow along Paseo Del Norte, enters a curb inlet and discharges to Encinas Creek which flows westerly and discharges to the Pacific Ocean. No offsite runoff is conveyed through the site. The existing buildings onsite flow directly to the existing storm drain adjacent to the buildings separate from the onsite flow described above. 1 NEXTMED PARKING STRUCTURE STORM WATER QUALITY MA NA GEMENTPLAN JANUARY 2020 Description of Proposed Site Development and Drainage Patterns Project Description I Proposed Land Use and/or Activities: The project proposes to reconfigure the layout of the existing surface parking lot and construct a new parking structure within the existing parking lot, requiring demolition of existing islands and asphalt for parking structure footings and the addition of HMP biofiltration basins for stormwater treatment and flow control. Utility re-routing will be required for the public waterline and private storm drain onsite due to the impact of the proposed parking structure footprint. A new easement dedication will be required for the waterline re-routing coupled with vacation of the abandoned portion of the waterline easement. List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features): Proposed impervious features include the parking structure and the resurfacing of areas where existing landscape will be removed. List/describe proposed pervious features of the project (e.g., landscape areas): Proposed pervious areas include new landscape areas and biofiltration basins. Does the project include grading and changes to site topography? 19 Yes 0 N Description / Additional Information: Minor grading will be performed where existing landscape areas will be removed, parking garage footings are proposed, and HMP biofiltration basins are located. Grading will not change the overall site topography. Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)? 19 Yes 0 N Description / Additional Information: In the proposed condition, storm water runoff from the proposed parking structure will be collected and conveyed to the HMP biofiltration basins. The adjacent disturbed areas will be conveyed to a Modular Wetland System or to pervious areas for dispersion. Flow from the project will discharge to the onsite existing storm drain and continue as it does in the existing condition. The proposed drainage pattern mimics the existing condition. NEXTMED PARKING STRUCTURE STORM WATER QUALITY MANAGEMENT PLAN JANUARY2020 Identify whether any of the following features, activities, and/or pollutant source areas will be present (select all that apply): lEl On-site storm drain inlets Interior floor drains and elevator shaft sump pumps IEI Interior parking garages O Need for future indoor & structural pest control IEI Landscape/Outdoor Pesticide Use Pools, spas, ponds, decorative fountains, and other water features O Food service IEI Refuse areas O Industrial processes O Outdoor storage of equipment or materials O Vehicle and Equipment Cleaning O Vehicle/Equipment Repair and Maintenance Fuel Dispensing Areas O Loading Docks O Fire Sprinkler Test Water O Miscellaneous Drain or Wash Water IEJ Plazas, sidewalks, and parking lots NEXTMED PARKING STRUCTURE 9 STORM WATER QUALITY MANAGEMENT PLAN JANUARY2020 Identification of Receiving Water Pollutants of Concern Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable): Runoff from the project site discharges via curb outlet to Paseo Del Norte. Runoff flows northerly as gutter flow along Paseo Del Norte, enters a curb inlet and discharges to Encinas Creek which flows westerly and discharges to the Pacific Ocean. List any 303(d) impaired water bodies within the path of storm water from the project site to the Pacifi7Ocean (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)IStressor(s) TMDLs None Identification of Project Site Pollutants Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see BMP Design Manual Appendix B.6): Also a Receiving Not Applicable to Anticipated from the Water Pollutant of Pollutant the Project Site Project Site Concern Sediment X N/A Nutrients X N/A Heavy Metals X N/A Organic Compounds X Trash & Debris X N/A Oxygen Demanding X N/A Substances Oil & Grease X N/A Bacteria & Viruses X Pesticides X N/A NEXTMED PARKING STRUCTURE 10 STORM WATER QUALITY MANAGEMENT PLAN JANUARY 2020 Hydromodification Management Requirements Do hydromodification management requirements apply (see Section 1.6 of the BMP Design Manual)? Il Yes, hydromodification management flow control structural BMPs required. No, the project will discharge runoff directly to existing underground storm drains discharging directly to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. No, the project will discharge runoff directly to conveyance channels whose bed and bank are concrete-lined all the way from the point of discharge to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. No, the project will discharge runoff directly to an area identified as appropriate for an exemption by the WMAA for the watershed in which the project resides. Description / Additional Information (to be provided if a 'No' answer has been selected above): NEATMED PARKING STRUCTURE 11 STORM WATER QUALITY MANAGEMENT PLAN JANUARY2020 Critical Coarse Sediment Yield Areas* *This Section only reauired If hvdromodification rnanaaement reauirements aDDIv Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas exist within the project drainage boundaries? 0 Yes (See discussion below) Il No, No critical coarse sediment yield areas to be protected based on WMAA maps If yes, have any of the optional analyses presented in Section 6.2 of the BMP Design Manual been performed? 6.2.1 Verification of Geomorphic Landscape Units (GLUs) Onsite 6.2.2 Downstream Systems Sensitivity to Coarse Sediment 6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite No optional analyses performed, the project will avoid critical coarse sediment yield areas identified based on WMAA maps If optional analyses were performed, what is the final result? No critical coarse sediment yield areas to be protected based on verification of GLUs onsite Critical coarse sediment yield areas exist but additional analysis has determined that protection is not required. Documentation attached in Attachment 2B of the SWQMP. Critical coarse sediment yield areas exist and require protection. The project will implement management measures described in Sections 6.2.4 and 6.2.5 as applicable, and the areas are identified on the SWQMP Exhibit. Discussion / Additional Information: Refer to Attachment 2b for a Potential Critical Coarse Sediment Yield GIS overlay of the project area and surrounding areas. NEXTMED PARKING STRUCTURE 12 STORM WATER QUALITY MANAGEMENT PLAN JANUARY2020 Flow Control for Post-Project Runoff* *This Section only required if hydromodification management requirements apply List and describe point(s) of compliance (POCs) for flow control for hydromodification management (see Section 6.3.1). For each POC, provide a POC identification name or number correlating to the project's HMP Exhibit and a receiving channel identification name or number correlating to the project's HMP Exhibit. There is one POC for the project, POC-1, located at the northeastern boundary of the site. Refer to the exhibit located in Attachment 2a. NEXTMED PARKING STRUCTURE 13 STORM WATER QUALITY MANAGEMENT PLAN JANUARY2020 Has a geomorphic assessment been performed for the receiving channel(s)? II No, the low flow threshold is 0.1Q2 (default low flow threshold) Yes, the result is the low flow threshold is 0.1 Q2 Yes, the result is the low flow threshold is 0.3Q2 0 Yes, the result is the low flow threshold is 0.5Q2 If a geomorphic assessment has been performed, provide title, date, and preparer: Discussion / Additional Information: (optional) NEXTMED PARKING STRUCTURE 14 STORM WATER QUALITY MANAGEMENT PLAN JANUARY2020 Other Site Requirements and Constraints When applicable, list other site requirements or constraints that will influence storm water management design, such as zoning requirements including setbacks and open space, or City codes governing minimum street width, sidewalk construction, allowable pavement types, and drainage requirements. Optional Additional Information or Continuation of Previous Sections As Needed This space provided for additional information or continuation of information from previous sections as needed. NEXTMED PARKING STRUCTURE 15 (City of Carlsbad STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov Project Information Project Name: NextMed Parking Garage Project ID: CDP-2019-0005; SOP 2019-0003: AMEND 2019-0002 DWG No. or Building Permit No.: Source Control BMPs All development projects must implement source control BMPs SC-I through SC-6 where applicable and feasible. See Chapter 4 and Appendix E.1 of the BMP Design Manual (Volume 5 of City Engineering Standards) for information to implement source control BMPs shown in this checklist. Answer each category below pursuant to the following. "Yes" means the project will implement the source control BMP as described in Chapter 4 and/or Appendix E.1 of the Model BMP Design Manual. Discussion/justification is not required. "No" means the BMP is applicable to the project but it is not feasible to implement. Discussion/justification must be provided. Please add attachments if more space is needed. "N/A" means the BMP is not applicable at the project site because the project does not include the feature that is addressed by the BMP (e.g., the project has no outdoor materials storage areas). Discussion/justification may be provided. Source Control Requirement Applied? SC-1 Prevention of Illicit Discharges into the MS4 I Yes 0 No 0 N/A Discussion/justification if SC-1 not implemented: SC-2 Storm Drain Stenciling or Signage I Yes 0 No 0 N/A Discussion/justification if SC-2 not implemented: Outdoor Materials Storage Areas from Rainfall, Run-On, Runoff, and Wind r 0 Yes 0 No I N/A Dispersal Discussion/justification if SC-3 not implemented: The project has no outdoor materials storage areas E-36 Page 1 of 4 Revised 09/16 SourcECofltiöl [Réquirement7(ontinued) Aplied? SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, Runoff, and Wind Dispersal 0 es N 0 o UI N/A Discussion/justification if SC-4 not implemented: The project has no outdoor materials storage areas SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal U Yes 0 No 0 N/A Discussion/justification if SC-5 not implemented: The project trash area is a covered enclosure and runoff will be routed from enclosure to BMP SC-6 Additional BMPs based on Potential Sources of Runoff Pollutants must answer for each source listed below and identify additional BMPs. (See Table in Appendix E. 1 of BMP Manual for guidance). lii On-site storm drain inlets UI Yes 0 No 0 N/A Interior floor drains and elevator shaft sump pumps 0 Yes 0 No UI N/A Interior parking garages 0 Yes 0 No UI N/A Need for future indoor & structural pest control 0 Yes 0 No U N/A UI Landscape/Outdoor Pesticide Use UI Yes 0 No D N/A Pools, spas, ponds, decorative fountains, and other water features 0 Yes 0 No UI N/A 0 Food service 0 Yes 0 No UI N/A UI Refuse areas UI Yes 0 No 0 N/A Industrial processes 0 Yes 0 No II N/A 0 Outdoor storage of equipment or materials 0 Yes 0 No UI N/A Vehicle and Equipment Cleaning 0 Yes 0 No UI N/A Vehicle/Equipment Repair and Maintenance 0 Yes 0 No UI N/A D Fuel Dispensing Areas 0 Yes 0 No III N/A Loading Docks 0 Yes 0 No UI N/A UI Fire Sprinkler Test Water 0 Yes 0 No 0 N/A Miscellaneous Drain or Wash Water 0 Yes D No III N/A UI Plazas, sidewalks, and parking lots UI Yes 0 No 0 N/A For "Yes" answers, identify the additional BMP per Appendix E.1. Provide justification for "No' answers. - Mark all inlets with the words "No Dumping! Flows to Ocean" or similar - Preserve existing drought tolerant trees, shrubs, and ground cover to the max extent possible. - Design landscaping to mm. irrigation and runoff, to promote surface infiltration where appropriate, and to mm. the use of fertilizers and pesticides that can contribute to storm water pollution. - Where landscape areas are used to retain or detain storm water, specify plants that are tolerant of periodic saturated soil conditions. - Consider using pest-resistant plants, especially adjacent to hardscape. - To ensure successful establishment, select plants appropriate to site soils, slopes, climate, sun, wind, rain, land use, air movement, ecological consistency, and plant interactions. - Refuse areas shall be covered and signs shall be posted on or near dumpsters with the words "Do not dump hazardous materials here" or similar. - Provide a means to drain fire sprinkler test water to the sanitary sewer or approved BMP. - Plazas, sidewalk, and parking lots shall be swept regularly to prevent the accumulation of litter and debris. Biofiltration BMPs and a Modular Wetlands Biofiltration System (MWS) will be used to treat all new impervious areas including parking areas, trash enclosure, sidewalks and parking lot areas. Where drainage is not feasible to flow to the biofiltration basins or MWS, an impervious dispersion area (SD-5) will be utilized. Drainage will be routed to the amended soils within the parking lot island. Overflow drains will be provided to allow runoff to now to the existing storm drain. E-36 Page 2 of 4 Revised 09/16 Site Design BMPs S AU development projects must implement site design BMPs SD-I through SD-8 where applicable and feasible. See Chapter 4 and Appendix E.2 thru E.6 of the BMP Design Manual (Volume 5 of City Engineering Standards) for information to implement site design BMPs shown in this checklist. Answer each category below pursuant to the following. "Yes" means the project will implement the site design BMPs as described in Chapter 4 and/or Appendix E.2 thru E.6 of the Model BMP Design Manual. Discussion /justification is not required. "No" means the BMPs is applicable to the project but it is not feasible to implement. Discussion/justification must be provided. Please add attachments if more space is needed. "N/A" means the BMPs is not applicable at the project site because the project does not include the feature that is addressed by the BMPs (e.g., the project site has no existing natural areas to conserve). Discussion/justification may be provided. Site Design Requirement Applied? SD-1 Maintain Natural Drainage Pathways and Hydrologic Features 0 Yes I 0 No I il N/A Discussion/justification if SD-I not implemented: There are no natural drainage pathways or hydrologic features in existing parking lot. SD-2 Conserve Natural Areas, Soils, and Vegetation I 0 Yes I 0 No I iii N/A Discussion/justification if SD-2 not implemented: There are no natural areas, soils or vegetation in existing parking lot. Existing parking islands with vegetation that need to be removed will be replaced with parking islands with amended soils. SD-3 Minimize Impervious Area I l!J Yes I 0 No I D N/A Discussion/justification if SD-3 not implemented: SD-4 Minimize Soil Compaction I ii Yes I 0 No I 0 N/A Discussion/justification if SD-4 not implemented: SD-5 Impervious Area Dispersion I@I Yes I 0 No I 0 N/A Discussion/justification if SD-5 not implemented: Storm water runoff that is not treated by biofiltration basins or MWS will be routed to an impervious dispersion area located within the parking island. E-36 Page 3 of 4 Revised 09/16 Site DeSign. Requirement (continued) Applied? SD-6 Runoff Collection (ii Yes I 0 No 0 N/A Discussion/justification if SD-6 not implemented: SD-7 Landscaping with Native or Drought Tolerant Species I M Yes I 0 No I 0 N/A Discussion/justification if SD-7 not implemented: SD-8 Harvesting and Using Precipitation I 0 Yes 9 No I 0 N/A Discussion/justification if SD-8 not implemented: Harvesting and Using Precipitation is not a feasible BMP for this project. Refer to Attachment Ic. E-36 Page 4 of 4 Revised 09/16 STORM WATER QUALITY MANAGEMENT PLAN JANUARY 2020 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). NEXTMED PARKING STRUCTURE 17 STORM WATER QUALITY MANAGEMENT PLAN JANUARY2020 Describe the general strategy for structural BMP implementation at the site. This information must describe how the steps for selecting and designing storm water pollutant control BMPs presented in Section 5.1 of the BMP Design Manual were followed, and the results (type of BMPs selected). For projects requiring hydromodification flow control BMPs, indicate whether pollutant control and flow control BMPs are integrated together or separate. DMA-A and B BIOFIL TRA TION (BF-1) Using Section 5.1 of the City of Carlsbad BMP Design Manual (Figure 5-1 and 5-2) Biofiltration (BF-1) was selected as the BMP for DMA-A and B to provide treatment control and hydromodification flow control for the project. With infiltration infeasible at the project location, the facilities will be lined in order for surface waters to discharge via underdrain or overflow to the downstream conveyance system. Per City of Carlsbad Fact Sheet BF-1, "Biofiltration (Bioretention with underdrain) facilities are vegetated surface water systems that filter water through vegetation, and soil or engineered media prior to discharge via underdrain or overflow to the downstream conveyance system. Bioretention with underdrain facilities are commonly incorporated into the site within parking lot landscaping, along roadsides, and in open spaces. Because these types of facilities have limited or no infiltration, they are typically designed to provide enough hydraulic head to move flows through the underdrain connection to the storm drain system. Treatment is achieved through filtration, sedimentation, sorption, biochemical processes and plant uptake." Biofiltration systems are effective at removing sediments and pollutants which are associated with fine particles by filtration through surface vegetation and underlying engineered soil media. These systems can also delay runoff peaks by providing detention and/or retention capacity in the media layer and ponding area through the controlled release of treated runoff. The addition of vegetation not only increases the aesthetic value of these areas, but also enhances the filtration component of the system through plant uptake and helps maintain the porosity of the engineered soil layer. Biofiltration systems can be constructed as either large or small scale devices with native or amended soils. Biofiltration systems, like the systems designed for this project, collect storm water from impervious areas (roof areas and other impervious surfaces) through the site's grading design. The biofiltration systems for this project have been integrated into the drainage design to meet pollutant control and hydromodification requirements for the site. Storm water runoff from the proposed parking structure, DMA-A and B, will be collected and conveyed to the biofiltration basins for treatment. Rip rap energy dissipaters will be located at points where concentrated flow enters the biofiltration basins to minimize erosion from occurring. Biofiltration systems are designed to allow ponding to occur. A soil layer, gravel layer, under drain system, and impermeable liner were designed for the systems due to the poor infiltration rates of the in-situ soil. on next NEXTMED PARKING STRUCTURE 18 STORM WATER QUALITY MANAGEMENT PLAN JANUARY2020 Biofiltration systems function by allowing ponded runoff to infiltrate down through the mulch layer, amended soil layer, and the gravel layer; ultimately discharging to the onsite storm drain system through the system's perforated under drain. The biofiltration basin areas will be landscaped with a combination of ground covers, shrubs and/or trees as selected by the project's landscape architect. The biofiltration systems will provide water quality treatment for the parking structure and hydromodification flow control for the entire project. DMA-C, D. E. G (DMA H) BIOFIL TRA TION (BF-3) As part of the project, portions of the surrounding surface parking lot will be disturbed, mainly to demolish existing curb islands and construct new curb islands. DMA-E will be conveyed to a Modular Wetlands System (MWS) for pollutant control treatment. It is not feasible to drain DMA- C, D, and G to the MWS, therefore, stormwater runoff from an alternate area (DMA H) consisting of existing impervious area will be directed to the MWS for treatment. The total area draining to the MWS and receiving treatment is greater than the actual area requiring treatment. Refer the table below. Impervious (sf) Pervious (sf) Total (sf) Area Required to be Treated (DMA-C, D, 4,905 1,819 6,724 E and G) Area Actually Being Treated (DMA H = 9,032 458 9,490 DMA-E and Existing Impervious Area) DMA-F DISPERSE RUNOFF FROM IMPERVIOUS AREA (SD-5) Disperse runoff from impervious areas was selected as a site design BMP for DMA-F due to the parking lot grades making it infeasible for the runoff to drain to the biofiltration areas or MWS. The dispersion area is the pervious area used to treat runoff from the impervious area by allowing the water to flow through the landscape and amended soils located within parking area island. DMA-F has an impervious to pervious area ratio of 1.1:1. Soils will be amended to a depth of 11 inches below grade to have the topsoil act as Type A soils. Disperse runoff from impervious areas is effective in impeding runoff discharges, reducing the runoff volume and treating the stormwater runoff when the storm water flows through surface vegetation and underlying amended soils. The parking island is an effective area to allow for impervious area dispersion. The parking island interior has pervious areas bounded by concrete curb and the grade is depressed to allow for ponding of the surface runoff. Curb cuts NE%TMED PARKING STRUCTURE 19 STORM WATER QUALITY MANAGEMENT PLAN JANUARY2020 at select locations on the parking island allow runoff from adjacent areas to flow into the parking island for retention and treatment. A drain system within the parking island allows for storm water to overflow to the storm drain system so that runoff does not back up onto the impervious surface or spill out over the island curb. *The two biofiltration BMPs are sized for hydromodification flow control for all DMAs, the entire disturbed project area including DMAs not draining to the biofiltration basins such as the dispersion area. Dispersion areas are only applicable as pollutant control treatment since it is not feasible to get the runoff from these areas into the biofiltration basins. NEXTMED PARKING STRUCTURE 20 STORM WATER QUALITY MANAGEMENT PLAN JANUARY2020 Structural BMP Summary Information Structural BMP ID No.: I (DMA-A) Sheet No. Type of structural BMP: D Retention by harvest and use (HU-I) Retention by infiltration basin (INF-l) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Partial retention by biofiltration with partial retention (PR-1) lI Biofiltration (BF-1) (BMP ID No. 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 11 Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): NEXTMED PARKING STRUCTURE 21 STORM WATER QUALITY MANAGEMENT PLAN JANUARY2020 Structural BMP Summary Information Structural BMP ID No.: 2 (DMA-B) Sheet No. Type of structural BMP: Retention by harvest and use (HU-I) Retention by infiltration basin (lNF-1) Retention by bioretention (INF-2) Retention by permeable pavement (lNF-3) 0 Partial retention by biofiltration with partial retention (PR-1) lI Biofiltration (BF-1) (BMP ID No. 2) 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 IJ Combined pollutant control and hydromodification control 0 Pre-treatment/forebay for another structural BMP 0 Other (describe in discussion section below) Discussion (as needed): NEXTMED PARKING STRUCTURE 22 STORM WATER QUALITY MANAGEMENT PLAN JANUARY2020 Structural BMP Summary Information Structural BMP ID No.: 3 (DMA-H) Sheet No. Type of structural BMP: Retention by harvest and use (HU-l) Retention by infiltration basin (lNF-l) 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 lJ Other (describe in discussion section below) Purpose: lI Pollutant control only Hydromodification control only Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): (BF-3) Modular Wetland Biofiltration System proprietary BMP for pollutant control treatment. NEXTMED PARKING STRUCTURE 23 STORM WATER QUALITY MANAGEMENT PLAN JANUARY2020 ATTACHMENT I BACKUP FOR PDP POLLUTANT CONTROL BMPS Attachment Contents Checklist Sequence Attachment la DMA Exhibit (Required) IJ Included See DMA Exhibit Checklist on the back of this Attachment cover sheet. (24x36" Exhibit typically required) Attachment lb Tabular Summary of DMAs Showing DMA ID matching DMA Exhibit, DMA D Included as Attachment lb Area, and DMA Type (Required)* separate from DMA Exhibit *Provide table in this Attachment OR on DMA Exhibit in Attachment I a Attachment Ic Form 1-7, Harvest and Use Feasibility 1I Included Screening Checklist (Required unless 0 Not included because the entire the entire project will use infiltration project will use infiltration BMPs BMPs) Refer to Appendix B.3-1 of the BMP Design Manual to complete Form 1-7. Attachment Id Form 1-8, Categorization of Infiltration 9 Included Feasibility Condition (Required 0 Not included because the entire unless the project will use harvest and project will use harvest and use use BMPs) BMPs Refer to Appendices C and D of the BMP Design Manual to complete Form 1-8. Attachment le Pollutant Control BMP Design ll Included Worksheets / Calculations (Required) Refer to Appendices B and E of the BMP Design Manual for structural pollutant control BMP design guidelines NEXTMED PARKING STRUCTURE 24 'a 100, 40 looe X,7\o / N) ,V' \ \\ \\ <7 \/ EXISflNG / 7 7 65 \ BUILDING A 7 loll loll \ \ I \ / l000, \o01 / 1 loll Ile \ \ v' 7 , .:•::.::• / . .:.:..:.:: / s . N Ile DR TO BMP1 I v DRAIN TO BMP BUILDING EXISTING BE S G OF RAMP TO FF6711512 V / D 1 A R V .k ... * IIII V \ / V.V / co . --- V rr i—r r—r ho \ X\ J fl II/I/ll /' ! W. STRuc IU/IIIIIII II / /\ /1 V. / n ' 3415 CID X. //o/////Ll /77 7, 777 AREA ,------1 — I I I I -76H-------------------_=-=-=--= =. ---761----PLAN VIEW — DMA AREAS Call before you dig. ( SCALE: 1" = 20' SCALE: 1" = 20' — — — — — LEGEND PROPOSED STORM DRAIN EXISTING STORM DRAIN _SD PROPOSED HARDSCAPE/ IMPERVIOUS AREA DOWD LANDSCAPING/ PERVIOUS AREA EOUIVALENT TREATMENT FOR OVERALL DEITURBED AREA TUTSIDE OF PARKING STRUCTURE (DMA C, D, I, AND G) DRAINAGE MANAGEMENT AREA (DMA) BOUNDARY WASS" ~11 Iffivam TREATMENT CONTROL BMP NUMBER (D DRAINAGEMANAGEMENTIAREA (DMA) 0 OVERLANDiFLOW DIRECTION ARROW STORM DRAIN FLOW DIRECTION ARROW <= DEPTH TO GROUNDWATER SEE SOLS REPORT SITE INFORMATION: 4nr DMA SUMMARY DRAINAGE MANAGEMENT BMP TYPE IMPERVIOUS PERVIOUS TOTAL AREA AREA (DMA) AREA (AC) AREA (AC) (ACRES) A BIOFIL TRA TION 16,931 (0.388) (BF-1) 1,995 (0.046) 18,926 (0.434) B BIOFIL TRA TION 24,812 (0.570) (BF-1) 2,355 (0.054) 27,167 (0.624) C BIOFIL TRA TION 1,465 (0.033) (BF_3)* 1,300 (0.030) 2,765 (0.063) D BIOF7L TRA TION (BF._3)* 251 (0.006) 0 (0.00) 251 (0.006) E BIOFIL TRA TION 1,938 (0.044) (BF_3)* 458 (0.011) 2,396 (0.055) F DISPERSION 456 (0.010) (SD-5) 472 (0.011) 928 (0.021) G BIOFIL TRA TION (BF_3)* 1,251 (0.029) 61 (0.001) 1,312 (0.030) *COMBINED DMA AREA TREATED WITH MODULAR WETLANDS SYSTEM BIOFILTRA liON. OVERALL PROJECT HYRDROMODIFICA liON CONTROL PROVIDED AT BIOFILTRATION BASIN I & 2 BIOFILTRATION (BF-3) BMP SUMMARY 'REQUIRED FLOWI PROVIDED FLOW 1 BMP ID I MODULAR BMP TYPE RA TE (crs) I RA TE (CFS) I I I 3 WETLANDS SYSTEM I 0.0570 I 0.0570 I MWS—L-4-6—C .1 1 DMA SUMMARY * IMPERVIOUS I PERVIOUS 1 TOTAL AREA DMA BMP TYPE AREA (AC) AREA (AC) (ACRES) H BIOFIL TRA TION (BF-3) 9,032 (0.21) 458 (0.01) 9,490 (0.22) *DMA 'H' EQUIVALENT AREA IS GREATER THAN COMBINED AREA OF DMA C,D,E,&G, PROVIDING TREATMENT VIA MODULAR WETLANDS SYSTEM BIOF7LTRATION DEViCE. OVERALL PROJECT HYRDROMODIFICAT!ON CONTROL PROVIDED AT BIOFILTRA liON BASIN 1 & 2. WIDTH VARIES PER PLAN —A TM CH TO INSIDE OF BIOFILTRATION (BF-1) BMP SUMMARY 6" CURB PER—. I I '-6" CURB PER / IN FRONT OF SUB-DRAIN PLAN \ I STORM DRAIN STRUCTURE PLA LANDSCAPE NTING PER I / PLAN PERFORATED PVC—N 1i — OUTLET. ATTACH 161TH REQUIRED BMP PROVIDED BMP ASPHA PER PLAN LT ARcHITEcrs PLANA ASPHALT PWT PLANTER L/ PER PLAN I TAMPER PROOF BOLTS AT EACH CORNER, TYP. BMP ID BMP TYPE AREA (SF) AREA (SF) VARIES /2" MIN. FREEBOARD el J • f I VARIES I ,, I&Q. PONDING DEPTH BIOFIL TRA TION BMP 1 0. 70" ORIFICE HOT D/P GALVANIZE AFTER (BF— 1) INCH THICK STEEL PLATE. 466 1071 BMP 2 - 0.80" ORIFICE I ____ ___________ ---- I PER APPROVED STORM FABRICATION AND DRILLING. EXTEND PVC LINER - 1' I' WATER QUALITY PLACE NEOPRENE RING BIOFIL TRA TION 7 1031 TO ALLOW SURFACE 18—INCH THICK LAYER OF MANAGEMENT PLAN BETWEEN THE PLATE AND ., (BF— PLANTING H , - BIORETEN11ON SOIL MEDIA. (SWQMP.) STRUCTURE WALL PRIOR TO -. SANDY LOAM, POROSITY=0.4 ATTACHMENT FOR A WATER PRE—CAST CATCH BASIN Will-I GRATE ____ FIELD CAPACITY=0.2 liGHT CONNECTION FOR OVERFLOW STRUCTURE. SEE -I WILTING POINT=0.1 ___ ___ STORM DRAIN PLAN. -BOTTOM AND SIDES OF BIO-FILTRATION H o o HHH CONDUCT! VI TY=51N/HR DRILLED ORIFICE PLA TE DETAIL PLANTER SHALL BE LINED WiTH 30 MIL 7;flI( NO 0 00000 flHH NOT TO SCALE PVC LINER. PROVIDE 6-INCH OVERLAPPED, m n C10,0 n n n 4n n Ell TOP OF GRATE AND INVERT NEXTMED PARKING STRUCTURE THERMAL WELDED SEAMS AT ALL SEAMS. 1pft :-- ELEVA77ONS VARY PER PLANS. SWQMP DMA EXHIBIT P 140N OR EQUAL) LACE NON-WOVEN MS ON EITHER SIDE OF PVC l2STORAGELAYE4_ThllcK Ill I PASCO6"PERFORATET3"_ThIIcK A.B. LAYER LAK T POST DEVELOPMENT SUITER LINER TO PROTECT LINER FROM PUNCTURE AYER PEA GRAVEL—CHOKER STONE OF "BIRDSEYE" I H SUBDRA!N I BELOW SUB)RAIN & ASSOCIAT ES CARLSBAD CALIFORNIA ON ALL SIDES, SAND Vv1CHING THE PVC I I LINER WITh! A FABRIC CUSHION. LAYER AND 8"-THICK STORAGE CIVIL ENGINEERING N E ER I N G + LAND D PLANNING N G + LAND D SURVEYING RV EY I N G PROJECT NUMBER: 3048 LAYER OF #57 STONE SCALE: 1' = 20 B/0-FIL TRA TION BASIN WITH IMPERMEABLE LINER DETAIL 58 North Highway 1 Suite A Solana CA 92075 SHEET DATE JULY 2020 NOT TO SCALE ph SITE SPECIFIC DATA PROJECT NUMBER 10334 PROJECT NAME NEXTMED PARKING STRUCTURE PROJECT LOCATION CARLSBAD, CA TREA TMENT REQUIRED VOLUME BASED (CF) FLOW BASED (CFS) 0.057 PEAK BYPASS REQUIRED (CFS) - IF APPLICABLE 1.3 PIPE DATA LE. MATERIAL DIAMETER INLET PIPE N/A N/A N/A OUTLET PIPE 70.24 PVC 6" PRETREATMENT BIOFILTRATION DISCHARGE RIM ELEVATION 74.16 74.16 74.16 SURFACE LOAD HS-20 OPEN PLANTER HS-20 FRAME & COVER 24" X 42" N/A N/A WETLANOMEDIA VOLUME (CY) 1.39 ORIFICE SIZE (0/A. INCHES) 5 EA 00.67" NOTES: / 1WETIANDMEDIA CIL j BED PATENTED-... I PERIMETER CIL -•. .: VOID AREA ,-DRAIN DOWN LINE t I now ?jTTh-.•.---PRE-F7LTER 64RTRIDGE :.Y6 I CURB OPENINGI .ME; OUTLET PIPES 2'-O" )-"-- CURBING LEFT END VIEW E NOTES PLAN VIEW BY OTHERS INSTALLATION NOTES OPENING LIHATCH-i —VEGETAT1ON 1 CONTRACTOR TO PROVIDE ALL LABOR, EQUIPMENT, MATERIALS AND CIL CIL PLANT INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND I ESTABLISHMENT APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND THE 74.16 - Y MEDIA MANUFACTURERS SPECIFICATIONS, UNLESS OTHERWISE STATED IN R/M/FC CURB OPENING 7336 MANUFACTURERS CONTRACT PEAK HGL 2 UNIT MUST BE INSTALLED ON LEVEL BASE MANUFACTURER • I I I RECOMMENDS A MINIMUM 6" LEVEL ROCK BASE UNLESS SPECIFIED BY FLOW CONTROL : r1r THE PROJECT ENGINEER CONTRACTOR IS RESPONSIBLE TO VERIFY RISER I IP 1 1 I 1 PROJECT ENGINEERS RECOMMENDED BASE SPECIFICATIONS 4 CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING 7024 PIPES ALL PIPES MUST BE FLUSH WITH INSIDE SURFACE OF IE OUT _________________ ' - - - CONCRETE (PIPES CANNOT INTRUDE BEYOND FLUSH) INVERT OF I - - OUTFLOW PIPE MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR. 6u_._I - 4'-O'_ 6'Ia'_I —6'-O" ALL PIPES SHALL BE SEALED WATER TIGHT PER MANUFACTURERS STANDARD CONNECTION DETAIL. "—V 5 CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL RISERS, ELEVATION VIEW RIGHT END VIEW MANHOLES, AND HATCHES. CONTRACTOR TO GROUT ALL MANHOLES AND HATCHES TO MATCH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE. 6 VEGETATION SUPPLIED AND INSTALLED BY OTHERS ALL UNITS WITH INTERNAL BYPASS DISCLOSURE: F VEGETATION MUST HAVE DRIP OR SPRAY IRRIGATION SUPPLIED AND THE DESIGN AND CAPACITY OF THE PEAK CONVEYANCE METHOD HAS BEEN MENT FLOW (cFS) INSTALLED BY OTHERS. 7. CONTRACTOR RESPONSIBLE FOR CONTACTING BIO CLEAN FOR REVIEWED AND APPROVED BY THE ENGINEER OF RECORD. HGL(S) AT PEAK FLOW ATING HEAD (Fr) HAS BEEN ASSESSED TO ENSURE NO UPSTREAM FLOODINGACTIVATION OF UNIT MANUFACTURERS WARRANTY IS VOID WITH OUT . PRE77OTMENT LOADING RATE (GPM, PROPER ACTIVATION BY A BIO CLEAN REPRESENTATIVE. GENERAL NOTES WETLAND MEDIA LOADING RATE (GP4 1. MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. PROPRIETARY AND CONFIDENTIAL: t. M VVS-L -4-6 2 ALL DIMENSIONS, ELEVATIONS, SPECIFICATIONS AND CAPACITIES ARE SUBJECT TO mE 1NF0RM4770N CONTAINED IN THIS DOCUMENT Is THE SOLE - ( CHANGE FOR PROJECT SPECIFiC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS •,- 1 PROPERlY OF FORTERRA AND ITS COMPANIES 7711 DOCUMENT NOR ANY PART THEREOF, MAY BE USED, REPRODWED OR MOD00 I STORM WATER BIOFIL AND ACCESSORIES PLEASE CONTACT BIO CLEAN. ZMM IN ANY M4NNER $WI OUT THE I+fl7EN CONSENT OF FORTERRA.10W PAWS P&MV AFortani S TA NDA RC MODULAR WETLANDS SYSTEM BIOFILTRATION DEVICE TYPICAL DETAIL NOT TO SCALE fjT'1 DI fl r r r NEXTMED PARKING STRUCTURE PAS L SWQMP DMA EXHIBIT & ASSOCI ATES CARLSBAD CALIFORNIA CIVIL ENGINEERING + LAND PLANNING + LAND SURVEYING PROJECT NUMBER: 3048 I SCALE: 1'20' Know what's eow. 535 North Highway 101, Suite A Solana Beach, CA 92075 DATE: JULY 2020 Call before you dig. ph 858.259.8212 1 fx 858.259.4812 1 plsaengineering.com SHEET 2 OF 2 STORM WATER QUALITY MA NA GEMENT PLAN JANUARY2020 ATTACHMENT 2 BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES Attachment Contents Checklist Sequence Attachment 2a Hydromodification Management 9 Included (Project is exempt from Exhibit (Required) Hydromodification Control Requirements) Attachment 2b Management of Critical Coarse FI Exhibit showing project Sediment Yield Areas (WMAA drainage boundaries marked Exhibit is required, additional on WMAA Critical Coarse analyses are optional) Sediment Yield Area Map See Section 6.2 of the BMP Design (Required) Manual. Optional analyses for Critical Coarse Sediment Yield Area Determination 06.2.1 Verification of Geomorphic Landscape Units Onsite o 6.2.2 Downstream Systems Sensitivity to Coarse Sediment 06.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite Attachment 2c Geomorphic Assessment of II Not performed Receiving Channels (Optional) 0 Included See Section 6.3.4 of the BMP Design Manual. Attachment 2d Flow Control Facility Design and ll Included Structural BMP Drawdown Calculations (Required) See Chapter 6 and Appendix G of the BMP Design Manual NEXTMED PARKING STRUCTURE 25 / LEGEND pnr 61 POINT OF COMPLIANCE (POC) 7 I FOR DMA A AND B V V X ° \ \ \ PROPOSED STORM DRAIN EXISTING STORM DRAIN PROPOSED !-IARD8CAPE/ IMPERVIOUS AREA PROPOSED LANDSCAPING/ PER%7OUS AREA DRAINAGE MANAGEMENT AREA (DMA) BOUNDARY TREATMENT CONTROL BMP NUMBER SURFACE FLOW DIRECTION ARROW STORM DRAIN (SUBSURFACE) FLOW DIRECTION ARROW POINT OF COMPL1ANCE TREATMENT CONTROL BMPS 8019LTRA71ON WiTH IMPERMEABLE LINER SOIL INFORMATION SOIL: TYPE D DEPTH TO GROUNDWATER SEE SOILS REPORT SITE INFORMATION: IMPERVIOUS AREA: 1.08 AC PERWOLL9 AREA: 0.15 AC TOTAL DISTURBED AREA: 123 AC 8511-I PERCEW17LE STORM DEPTH 0.57 in DMA SUMMARY DRAINAGE MANAGEMENT BMP TYPE IMPERVIOUS PERVIOUS TOTAL AREA AREA (DMA) AREA (AC) AREA (AC) (ACRES) 1 (A,C,D,E,F) BIOF7LTRATION 21,041 (0.483) 4,225 (0.097) 25,266 (0.580) 2 (8, G) BIOF7LTRATION 26,063 (0.598) 2,416 (0.055) 28,479 (0.654) BIORLTRATION BMP SUMMARY BMP ID BMP TYPE REQUIRED BMP AREA (SF) PROVIDED BMP AREA (SF) 1 8/0F7LTRATION 466 1071 2 BIOF7L TRA TION 676 1031 PLAN VIEW - DMA AREAS SCALE: 1" = 20' 20' 10' 0 20' 40' SCALE: 1" = 20' Know what's below. Call before you dig. NEXTMED PARKING STRUCTURE PAS CO LARET CHTD POST DEVELOPMENT HYDROMODIFICATION EXHIBIT iItIi r;M & ASSOCIATES CARLSBAD CALIFORNIA CIVIL ENGINEERING + LAND PLANNING + LAND SURVEYING PROJECT NUMBER: 3048 SCALE: V= 20 535 North Highway 101, Suite A Solana Beach, CA 92075 DATE: JULY 2020 ph 858.259.8212 1 fx 858.259.4812 1 plsaengineering.com SHEET I OF I 77 7 7 7 - 7 7 7 7 V V 7 / V zz /7 77 7/ 777 7 EXISTING BUILDING A ZZ SD LEGEND EXISTING STORM DRAIN DRAINAGE MANAGEMENT AREA (DMA) BOUNDARY DRAINAGE MANAGEMENT AREA (DMA) SOIL INFORMATION SOIL.: 7YPE D DEPTH TO GROUNDWATER SEE SOILS REPORT SITE INFORMATION: IMPERVIOUS AREA: 123 AC 8577-I PERCENTiLE STORM DEPT1-I Q57 in EXISTING BUILDING B DMA SUMMARY DRAINAGE MANAGEMENT IMPERVIOUS PERVIOUS TOTAL AREA AREA (DMA) AREA (AC) AREA (AC) (ACRES) 1 1.23 0 1.23 ,.) S V - 76 w 76 76 6 0 40, I T7 S / S // _S__ 1 CO Cq / N V '- PARCEL 3 PM 3415 CA / I V V \ I ( I 11 / DM A-1 _1 1.23 ac 77 7 // N 77 N /7 7 1 H __ ___ __ W- W W -W ----WW W W LH tLLJ 71tfl77 J1tTh77L7i PLAN VIEW - DMA AREAS SCALE: 1" = 20' 20' 10' 0 20' 40' SCALE: 1" = 20' NEXTMED PARKING STRUCTURE PASCO L AD rm T CIHTD PRE DEVELOPMENT JiRLI HYDROMODIFICATION EXHIBIT 70''U & ASSOCI ATES CARLSBAD CALIFORNIA CIVIL ENGINEERING + LAND PLANNING + LAND SURVEYING PROJECT NUMBER: 3O48 SCALE: 1 = 20 Know what's below. 535 North Highway 101, Suite A Solana Beach, CA 92075 DATE: JUNE 2020 Call before you dig. ph 858.259.8212 1 fx 858.259.4812 1 plsaengineering.com SHEET 1 OF 1 oteiitial Critical COurse Yield Areas Potential Critical Coarse Sediment Yield Areas Regional San Diego County Watersheds Ilk fT Tri - r • tr~-, - :. .• Source: 2015 Regional Potential Critical ical Coarse )are Sediment Yield Area Mapping Google Earth L mi file lruiii www.projectcleanwater.org Flow Control I33 I J IJ1:1iIip] Hydromodification Analysis To satisfy the requirements of the MS4 Permit, a hydromodification management strategy has been developed for the project based on the Final Hydromodification Management Plan dated March 2011, (Final HMP). A continuous simulation model, the Environmental Protection Agency (EPA) Storm Water Management Model (SWMM) version 5.1, was selected to size mitigation measures. The SWMM model is capable of modeling hydromodification management facilities to mitigate the effects of increased runoff from the post-development conditions and use changes that may cause negative impacts (i.e. erosion) to downstream channels. 1.0 Hydromodification Criteria Pursuant to the MS4 Permit, post-development runoff conditions (flow rates and durations) must not exceed pre-development runoff conditions by more than 10% for the range of flows that result in increased potential for erosion or degraded instream habitat downstream of the project. Based on the Final HMP: For flow rates between the pre-project lower flow threshold (10%, 30%, or 50%) of the pre- project 2-year runoff event (O.lQj, 0.3Q2, or 0.5Q2) to the pre-project 10-year event (Qio), the post-project discharge rates and durations may not deviate above the pre-project rates and durations by more than 10% over the length of the flow duration curve. A channel screening analysis may be performed to determine a larger lower flow threshold, however for this project a lower flow threshold of 0.102 (high susceptibility) is assumed. 2.0 SWMM Model Development SWMM is a rainfall-runoff model used for single event or continuous simulation of runoff quantity from primarily urban areas. SWMM calculates and routes runoff based on user- specified input including precipitation data, subcatchment characteristics, soil data, routing information, and BMP configuration. SWMM is capable of modeling various hydrologic processes including btjt not limited to time-varying precipitation, evaporation, storage, infiltration, and retention LID facilities. SWMM Input A pre-development and post-development model were created using the following global information: Parameter Input Source Precipitation Oceanside Rainfall Data Project Clean Water Evaporation Project Site ETo Zone Data CIMIS ETo Zones Map Soils 0 USDA Web Soil Survey Application In the existing condition storm water runoff from the site, DMA-1, flows overland across the parking lot in a northwesterly direction and is collected in the existing storm drain located along the northern boundary of the parking lot. The site is paved in the existing condition, however for HMP sizing the pre-project SWMM model assumes a completely pervious existing site condition. In the proposed condition, storm water runoff from the proposed parking garage and portions of the surrounding surface parking lot including disturbed areas (DMA-A and B) will be collected and conveyed to the HMP biofiltration basins. Areas that cannot be collected and conveyed to the biofiltration basins (DMA-C through G) will be routed to pervious areas with amended soils for impervious area dispersion. Overflow from the amended soils areas will be collected in area drains and routed to the storm drain system. The HMP biofiltration facilities consist of a basin with 18 inches of engineered soil and 12 inches of gravel. Runoff will be biofiltered through the engineered soil and gravel layers, then collected in a series of small PVC drainpipes and directed to a catch basin where runoff will be mitigated via a small orifice to comply with HMP requirements. In larger storm events, runoff not filtered through the engineered soil and gravel layers will be conveyed via an overflow outlet structure consisting of a grate located on top of the catch basin. Runoff conveyed via the outlet structure will bypass the small orifice and be conveyed directly to a proposed outlet pipe. The HMP biofiltration portion in the SWMM model is specified as an "LID Control" within the "Subcatchment" to define the ponding depth, biofiltration soil layer, gravel layer, and low flow orifice restrictor. SWMM Processing and Output The pre-development project 0.1Q.2 and Q.io were determined to be 0.066 cfs and 1.048 cfs, respectively. After routing through the HMP biofiltration basins, the post-development, mitigated project 0.1Q2 and Qio were determined to be 0.039 cfs and 0.882 cfs, respectively. Refer to the following detailed information and data from the SWMM model including input and output, rain gage and evaporation data, and flow duration and frequency curves. 3048 NextMed Parking Garage 5/15/2019 SWMM MODEL SCHEMATICS I PRE-PROJECT MODEL I POST-PROJECT MODEL I Oceanside Oceanside OMA-8 DMA-A U I DMA-I DMA,D,E,F.G BMP.2 I OMP-1 / sc-I 'S J:\Active Jobs\3048 N EXTM ED PAR KIN G\CIVI L\RE PORTS\SWQM P\SWM M\Output\3048_SWM M_Schematics.xlsx 3048 NextMed Parking Garage 1/13/2020 PRE-PROJECT Width Weighted Weighted Weighted (Area/Flow % % "D" Conductivity Suction Initial DMA Area (ac) Length) (ft) % Slope Impervious % "C" Soils Soils (in/hr): Head (in): Deficit: 1 1.23 319 1.3% 0% 0% 100% 0.025 9.000 0.330 Total: 1.23 POST-PROJECT DMA Area (ac) Width (Area/Flow Length) (ft) % Impervious % Slope % "C" Soils % "D" Soils Weighted Conductivity (in/hr): Weighted Suction Head (in): Weighted Initial Deficit: A 0.41 251 95% 1.0% 0% 100% 0.025 9.000 0.330 B 0.60 278 95% 1.0% 0% 100% 0.025 9.000 0.330 C, D, E, F, G 0.18 365 70% 1.0% 0% 100% 0.025 9.000 0.330 BMP-1 0.02459 32 0% 0.0% 0% 100% 0.025 9.000 0.330 BMP-2 0.02367 31 0% 0.0% 0% 100% 0.025 9.000 0.330 Total: 1.23 Conductivity: D:I 0.0251in/hr [ Suction Head: Initial Deficit [ DT gun D:I 0.33 J:\Active Jobs\3048 N EXTM ED PARKING\CIVI L\RE PORTS\S WQM P\SWM M\3048_SWM M_l nput_AIt4.xlsx I. • [TITLE] Project Title/Notes 3048 NextMed Parking Pre-Project Condition [OPTIONS) ;;Option Value FLOW UNITS CFS INFILTRATION GREEN_AMPT FLOW ROUTING KINWAVE LINK OFFSETS DEPTH MIN SLOPE 0 ALLOW_PONDING NO SKIP_STEADY_STATE NO START DATE 08/28/1951 START TIME 05:00:00 REPORT _START _DATE 08/28/1951 REPORT_START_TIME 05:00:00 END DATE 05/23/2008 END TIME 23:00:00 SWEEP START 01/01 SWEEP END 12/31 DRY DAYS 0 REPORT STEP . 01:00:00 WET STEP 00:15:00 DRY STEP 04:00:00 ROUTING STEP 0:01:00 RULE—STEP 00:00:00 INERTIAL DAMPING PARTIAL NORMAL _FLOW _LIMITED BOTH FORCE _RAIN—EQUATION H-W VARIABLE STEP 0.75 LENGTHENING —STEP 0 MIN_SURFAREA 12.557 MAX TRIALS 8 HEAD TOLERANCE 0.005 SYS_ FLOW _TOL 5 LAT_ FLOW _TOL 5 MINIMUM _STEP 0.5 THREADS 1 [EVAPORATION] ;;Data Source Parameters MONTHLY .03 .05 .08 DRY—ONLY NO [RAINGAGES] ;;Name Format Interval SCF 11 .13 .15 .15 .13 .11 .08 .04 .02 Source Oceanside INTENSITY 1:00 1.0 TIMESERIES Oceanside [SUBCATCHMENTS] ;;Name Rain Gage Outlet Area %Impery Width %Slope CurbLen SnowPack DMA-i Oceanside POC-i -1.23 0 319 1.3 0 (SUBAREAS] ;;Subcatchinent N-Impery N-Pery S-Impery S-Pery PctZero RouteTo PctRouted DMA-i 0.012 0.056 0.05 0.1 25 OUTLET [INFILTRATION) ;;Subcatchment Suction Ksat IMD DMA-i 9 .025 .33 (OUT FALLS] ;;Name Elevation Type Stage Data Gated Route To ;Basin 1 POC-i 0 FREE NO (TIMESERIES) ;;Name Date Time Value Oceanside FILE "J: \Active Jobs\3048 NEXTMED PARKING\CIVIL\REPORTS\SWQMP\SWMM\Rainfall\oceanside.dat" (REPORT] Reporting Options SUBCATCHMENTS ALL NODES ALL LINKS ALL (TAGS) [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord POC-i 1000.000 2500.000 [VERTICES] ;;Link X-Coord Y-Coord (Polygons) ; Subcatchment X-Coord Y-Coord DMA-i 663.017 4914.842 [SYMBOLS] ;;Gage X-Coord Y-Coord Oceanside 747.985 6731.113 SWMM OUTPUT REPORT PRE-PROJECT CONDITION EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.013) -------------------------------------------------------------- 3048 NextMed Parking Pre-Project Condition NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options * ***** * *** *** ** * Flow Units ...............CFS Process Models: Rainfall/Runoff ........YES RDII ...................NO Snowmelt ...............NO Groundwater ............NO Flow Routing ...........NO Water Quality ..........NO Infiltration Method ......GREEN AMPT Starting Date ............08/28/1951 05:00:00 Ending Date ..............05/23/2008 23:00:00 Antecedent Dry Days ......0.0 Report Time Step .........01:00:00 Wet Time Step ............00:15:00 Dry Time Step ............04:00:00 ************************** Volume Depth Runoff Quantity Continuity ************************** acre-feet inches Total Precipitation 69.197 675.090 Evaporation Loss 1.566 15.275 Infiltration Loss 53.753 524.422 Surface Runoff 14.837 144.752 Final Storage 0.000 0.000 Continuity Error (%) -1.386 ************************** Volume Volume Flow Routing Continuity ************************** acre-feet 106 gal Dry Weather Inflow 0.000 0.000 Wet Weather Inflow 14.837 4.835 Groundwater Inflow 0.000 0.000 RDII Inflow ..............0.000 0.000 External Inflow 0.000 0.000 External Outflow 14.837 4.835 Flooding Loss 0.000 0.000 J:\Active Jobs\3048 N EXTM ED PARKI NG\CIVI L\REPORTS\SWQM P\SWM M\Output\3048_PreProject_S WM M_results.docx SWMM OUTPUT REPORT PRE-PROJECT CONDITION Evaporation Loss 0.000 0.000 Exfiltration Loss 0.000 0.000 Initial Stored Volume 0.000 0.000 Final Stored Volume 0.000 0.000 Continuity Error (%) 0.000 Subcatchment Runoff Summary * ** *** *** * * ** * ** ** ** ** ***** ------------------------------------------------------------------------------------------------------------------------------ Total Total Total Total Impery Pery Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 106 gal CFS DMA-1 675.09 0.00 15.28 524.42 0.00 144.75 144.75 4.83 1.38 0.214 Analysis begun on: Mon Jan 13 13:01:19 2020 Analysis ended on: Mon Jan 13 13:01:29 2020 Total elapsed time: 00:00:10 J:\Active Jobs\3048 N EXTM ED PARKI NG\CIVI L\R EPO RTS\SWQM P\SWM M\Output\3048_PreProject_S WM M_results.docx Project Title/Notes 3048 NextMed Parking Post-Project Condition [OPTIONS] ;;Option Value FLOW UNITS CFS INFILTRATION GREEN_AMPT FLOW ROUTING KINWAVE LINK OFFSETS DEPTH MIN SLOPE 0 ALLOW_PONDING NO SKIP—STEADY—STATE NO START DATE 08/28/1951 START TIME 05:00:00 REPORT _START—DATE 08/28/1951 REPORT _START—TIME 05:00:00 END DATE 05/23/2008 END TIME 23:00:00 SWEEP START 01/01 SWEEP END 12/31 DRY DAYS 0 REPORT STEP 01:00:00 WET STEP 00:15:00 DRY STEP 04:00:00 ROUTING STEP 0:01:00 RULE—STEP 00:00:00 INERTIAL DAMPING PARTIAL NORMAL _FLOW _LIMITED BOTH FORCE _MAIN _EQUATION H-W VARIABLE STEP 0.75 LENGTHENING STEP 0 MIN_SURFAREA 12.557 MAX TRIALS 8 HEAD TOLERANCE 0.005 SYS_ FLOW _TOL 5 LAT_FLOW_TOL 5 MINIMUM STEP 0.5 THREADS 1 [EVAPORATION] ;;Data Source Parameters MONTHLY .03 .05 .08 .11 .13 .15 .15 .13 .11 .08 .04 .02 DRY ONLY NO [RAINGAGES] ;;Name Format Interval SCF Source Oceanside INTENSITY 1:00 1.0 TIMESERIES Oceanside [SUBCATCHMENTS] ;;Name Rain Gage Outlet Area %Impery Width %Slope CurbLen SnowPack DMA-A Oceanside BMP-1 0.41 95 251 1 0 DMA-B Oceanside BMP-2 0.6 .95 278 1 0 BMP-1 Oceanside POC-1 0.02459 0 32 0 0 BMP-2 Oceanside POC-1 0.02367 0 31 0 0 DMA-C,D,E,F,G Oceanside POC-1 0.18 70 365 1 0 [SUBAREAS] ;;Subcatchment N-Impery N-Pery S-Impery S-Pery PctZero RouteTo PctRouted DMA-A 0.012 0.06 0.05 0.1 25 OUTLET DMA-B 0.012 0.06 0.05 0.1 25 OUTLET BMP-1 0.012 0.06 0.05 0.1 25 OUTLET BMP-2 0.012 0.06 0.05 0.1 25 OUTLET DMA-C,D,E,F,G 0.012 0.06 0.05 0.1 25 OUTLET [INFILTRATION) ;;Subcatchment Suction Ksat IMD DMA-A 9 .025 .33 DMA-B 9 .025 .33 BMP-1 9 .025 .33 BMP-2 9 .025 .33 DMA-C,D,E,F,G 9 .025 .33 (LID CONTROLS) ;;Name Type/Layer Parameters BMP-1 BC BMP-1 SURFACE 12 0 0 0 5 BMP-1 SOIL 18 0.4 0.2 0.1 5 5 1.5 BMP-1 STORAGE 12 0.67 0 0 BMP-1 DRAIN 0.1498 0.5 0 6 0 0 BMP-2 BC BMP-2 SURFACE 12 0 0 0 5 BMP-2 SOIL 18 0.4 0.2 0.1 5 5 1.5 BMP-2 STORAGE 12 0.67 0 0 BMP-2 DRAIN 0.2033 0.5 0 6 0 0 [LID USAGE) ;;Subcatchment LID Process Number Area Width InitSat Fromlmp ToPery RptFile DrainTo FromPery BMP-1 BMP-1 1 1071.14 0 0 100 0 * * 0 BMP-2 BMP-2 1 1031.07 0 0 100 0 * * 0 (OUTFALLS] ;;Name Elevation Type Stage Data Gated Route To ;Basin 1 POC-1 0 FREE NO [TIMESERIES] ;;Name Date Time Value Oceanside FILE "J: \Active Jobs\3048 NEXTMED PARKING\CIVIL\REPORTS\SWQMP\SWMM\Rainfall\oceanside .dat" [REPORT] Reporting Options SUBCATCHMENTS ALL NODES ALL LINKS ALL (TAGS] (MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;Node X-Coord Y-Coord POC-1 1000.000 2500.000 [VERTICES] ;;Link X-Coord Y-Coord [Polygons] ;;Subcatchiuent X-Coord Y-Coord DMA-A 192.712 5074.214 DMA-B 1886.012 5048.712 DMA-B 1886.012 5048.712 DMA-B 1835.887 4986.055 BMP-1 225.564 3796.992 BMP-2 1842.105 3809.524 DMA-C, D, E, F, G -697.542 4031.406 [SYMBOLS] ;;Gage X-Coord Y-Coord Oceanside 996.815 5959.681 SWMM OUTPUT REPORT POST-PROJECT CONDITION EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.013) -------------------------------------------------------------- 3048 NextMed Parking Post-Project Condition NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. * ***** ** ** ** * ** * Analysis Options * ** ** * * *** **** * * Flow Units ...............CFS Process Models: Rainfall/Runoff ........YES RDII ...................NO Snowmelt ...............NO Groundwater ............NO Flow Routing ...........NO Water Quality ..........NO Infiltration Method ......GREEN AMPT Starting Date ............08/28/1951 05:00:00 Ending Date ..............05/23/2008 23:00:00 Anteáedent Dry Days ......0.0 Report Time Step .........01:00:00 Wet Time Step ............00:15:00 Dry Time Step ............04:00:00 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches Initial LID Storage 0.007 0.070 Total Precipitation 69.661 675.090 Evaporation Loss 10.079 97.676 Infiltration Loss 4.463 43.253 Surface Runoff 10.199 98.842 LID Drainage .............45.924 445.049 Final Storage 0.014 0.140 Continuity Error (%) -1.452 Volume Volume Flow Routing Continuity acre-feet --------- 10'6 gal --------- Dry Weather Inflow 0.000 0.000 Wet Weather Inflow 56.123 18.289 Groundwater Inflow 0.000 0.000 RDII Inflow ..............0.000 0.000 External Inflow 0.000 0.000 J:\Active Jobs\3048 NEXTM ED PARKI NG\CIVI L\R E PO RTS\SWQM P\SWM M\Output\3048 Po_ stProject SWMM_results.docx POST-PROJECT CONDITION 56.123 18.289 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 SWMM OUTPUT REPORT External Outflow ......... Flooding Loss ............ Evaporation Loss ......... Exfiltration Loss ........ Initial Stored Volume Final Stored Volume ...... Continuity Error (%) ..... * * ** ** * ** ** ** *** * *** Subcatchment Runoff Summary *** **** ** ** * ** ** ** ** *** * * ** ------------------------------------------ Total Total Precip Runon Subcatchment in in DMA-A 675.09 0.00 DMA-B 675.09 0.00 BMP-1 675.09 9709.95 BMP-2 675.09 14735.81 DMA-C,D,E,F,G 675.09 0.00 ** ** * ** ** ** **** * ** * LID Performance Summary ** ** * ** ** * * **** * *** Total Inflow Subcatchment LID Control in BMP-1 BMP-1 10385.04 BMP-2 BMP-2 15410.90 Analysis begun on: Mon Jan 13 12:58:15 2020 Analysis ended on: Mon Jan 13 12:58:27 2020 Total elapsed time: 00:00:12 'Total Total Impery ------------------------------------------------------------------------------ Pery Total Total Peak Runoff Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff in in in in in 106 gal CFS 77.46 25.61 574.19 ------------------------------------------------------------------------------- 8.18 582.37 6.48 0.49 0.863 78.00 25.63 573.20 8.13 581.34 9.47 0.72 0.861 646.76 0.00 0.00 0.00 9737.32 6.50 0.52 0.938 673.99 0.00 0.00 0.00 14735.63 9.47 0.75 0.956- 58.51 153.79 424.95 48.64 473.59 2.31 0.21 0.702 Evap Infil Surface --------------------------------------------------------------------- Drain Initial Final Continuity Loss Loss Outflow Outflow Storage Storage Error in in in in in in 646.78 0.00 339.75 --------------------------------------------------------------------- 9397.93 1.80 2.45 -0.00 674.01 0.00 1216.44 13519.66 1.80 2.72 -0.00 J:\Active Jobs\3048 NEXTM ED PARKI NG\CIVI L\REPORTS\S WOM P\SWM M\Output\3048 PostProject SWM M_results.docx a Hydrologic Soil Group—San Diego County Area, California 47r)4M 404 4 )ff 33 TON *41 : el fill Soil 33o 54N 33854N '- - -. - 400 - 4 4 a MapSce: 1:1,1OOif printed onA landscape (11x8.5')ieet Co - Meters 7i N 0 15 30 60 90 — Feet 0 50 100 200 300 Map ptD ect n: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone uN WG584 Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 1/24/2019 Page 1 of 4 Hydrologic Soil Group—San Diego County Area, California Hydrologic Soil Group Map unit symbol Map unit name Rating Acres In AOl Percent of AOl CfB Chesterton fine sandy loam, 2 to 5 percent slopes 0 2.6 84.0% CfC Chesterton fine sandy loam, 5 to 9 percent slopes D 0.5 16.0% Totals for Area of Interest 3.1 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the, soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (ND, BID, and do). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (AID, BID, or CID), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group 0 are assigned to dual classes. USDA Natural Resources Web Soil Survey 1/24/2019 Conservation Service National Cooperative Soil Survey Page 3 of 4 rcGIS vether and egend Df*I on(u ovncTH1Scpi 4!Inr a Modify Map Sign I -- _tesr Appendix G: Guidance for Continuous Simulation and Hydromodification Management Sizing Factors SAN BERNARDINO LOS ANGELES / - ---- t - - - ------- JRIVERSIDE SANTA ANA 17 18 RIVERSIDE 2 9.RANGE 16 1 - - 33\SAN DIEGO IMPERIAL 1.6 1.8 tEL CENTRO SAN DIEGO - -- 1 117 Figure G.1-2: California Irrigation Management Information System "Reference Evapotranspiration Zones" G-5 February 2016 BMPMàintenänce ThreshOk and BMP Fact Sheei STORM WATER QUALITY MANAGEMENT PLAN JANUARY 2020 ATTACHMENT 3 Structural BMP Maintenance Information OWNERSHIP AND MAINTENANCE FOR STRUCTURAL BMPs The operations and maintenance of the treatment control BMPs will be the responsibility of the owner. The current contact information for the responsible party is: NextMed Ill, LLC 6125 Paseo Del Norte, Suite 210 Carlsbad, CA 92011 760-494-9216 A training program will be administered and implemented by NextMed Ill, LLC and shall occur at a minimum of once annually. The training program shall consist of, at a minimum: the disbursement of the brochures and flyers included in this SWQMP and a copy of the maintenance plan to all operation and maintenance staff associated with the project. A training log shall be filled out at each training session and kept for a minimum of five (5) years. NextMed Ill, LLC will complete and maintain operation and maintenance forms to adequately document all maintenance performed on the project's treatment control BMPs. These records should be kept on file for a minimum of five (5) years and shall be made accessible to the City of Carlsbad, the State Water Resources Control Board or any other authority regulating storm water discharges for inspection upon request at any time. All waste generated from the NextMed Parking Structure project site is ultimately the responsibility of NextMed Ill, LLC. Disposal of sediment, debris, and trash will comply with applicable local, county, state, and federal waste control programs. Suspected hazardous waste will be analyzed to determine proper disposal methods. The following Operation and Maintenance Plan has been developed for each type of pollutant control BMP used on this project. These are minimum requirements only. Their frequency and/or scope may be increased, if necessary, to meet and/or maintain the level of storm water quality treatment required of this project. All costs associated with the operation and maintenance of the pollutant control BMPs will be funded by NextMed Ill, LLC in perpetuity or until the project is sold to another entity where the responsibility would transfer with the sale of the property or an individual parcel. The project's owner, NextMed Ill, LLC, will enter into a Stormwater Facility Maintenance Agreement as required by the City of Carlsbad, which will be executed prior to grading permit issuance. NEXTMED PARKING STRUCTURE 26 STORM WATER QUALITY MANAGEMENT PLAN JANUARY 2020 Biofiltration System Inspection Activities Recommended Frequency Inspect biofiltration system - Before/after rainy season - Bi-weekly during the rainy season - After a rainfall event of 0.5" or more Inspect soil and repair eroded areas Monthly Inspect for erosion or damage to vegetation, preferably at the end of the wet season to schedule dry season maintenance and before major wet season Prior to rainy season runoff to be sure the areas are ready for the wet season. However, additional & every other month inspection after periods of heavy runoff is recommended. Inspect to ensure grasses, ground covers, vegetation is well established. If not, either prepare soil and reseed or replant with appropriate alternative species. Every other month Install erosion control blankets if necessary. Check for debris and litter, areas of sediment accumulation Every other month Inspect health of trees and shrubs and vegetation Every other month Inspect system cleanouts and ouffall structures Every other month Inspect for standing water and vectors I Every other month Biofiltrahon System Maintenance Activities Recommended Frequency Remove litter and debris in conjunction with regularly scheduled landscape maintenance As part of routine, regular landscape maintenance Irrigate biofiltration area(s) during dry season (April through October) and as necessary to maintain vegetation during the rainy season. Physically remove weeds Remove sediment Apply mulch to areas devoid of mulch, especially prior to the wet season Replace damaged or diseased trees and shrubs Mow turf areas, if any Repair erosion at inflow points Unclog under drain system Remove and replace dead and diseased vegetation Replace tree stakes and wires, if any Mulch should be replaced every 2 to 3 years or when bare spots appear Every 2-3 years, or as needed Rototill or cultivate the surface if the system does not draw down in 48 hours As needed NEXTMED PARKING STRUCTURE 27 Appendix E: BMP Design Fact Sheets E.12 BF-1 Biofiltration ~ * * - - I, _____ MS4 Permit Category Biofiltration Manual Category Biofiltration Applicable Performance Standard Pollutant Control Flow Control Primary Benefits Treatment Volume Reduction (Incidental) Peak Flow Attenuation (Optional) Location: 431C Street and Logan Avenue, San Diego, California Description Biofiltration (Bioretention with underdrain) facilities are vegetated surface water systems that filter water through vegetation, and soil or engineered media prior to discharge via underdrain or overflow to the downstream conveyance system. Bioretention with underdrain facilities are commonly incorporated into the site within parking lot landscaping, along roadsides, and in open spaces. Because these types of facilities have limited or no infiltration, they are typically designed to provide enough hydraulic head to move flows through the underdrain connection to the storm drain system. Treatment is achieved through filtration, sedimentation, sorption, biochemical processes and plant uptake. Typical bioretention with underdrain components include: Inflow distribution mechanisms (e.g, perimeter flow spreader or filter strips) Energy dissipation mechanism for concentrated inflows (e.g., splash blocks or riprap) Shallow surface ponding for captured flows Side slope and basin bottom vegetation selected based on expected climate and ponding depth Non-floating mulch layer (Optional) Media layer (planting mix or engineered media) capable of supporting vegetation growth Filter course layer consisting of aggregate to prevent the migration of fines into uncompacted native soils or the aggregate storage layer Aggregate storage layer with underdrain(s) Impermeable liner or uncompacted native soils at the bottom of the facility E-66 February 2016 Appendix E: BMP Design Fact Sheets Overflow structure CURB CURB C 12' MIN. A' VEGETATED SIDE SLOPE MEDIA SURFACE AREA CURB CUT PLAN NOT TO SCALE 46" DROP FROM CURB CUT TO APRON r APRON FOR ENERGY DISSIPATION r 60 MIN. TO 120 MAX. SURFACE PONDING CLEANOUT -, 2 MIN. FREEBOARD , 30 WELL-AGED, SHREDDED / HARDWOOD MULCH ( (OPTIONAL) ,-MAINTENANCE I ACCESS / (AS NEEDED) EXCAVATED SLOPE O1i (SHOWN AT 1H:1V) -J MIN. 18" MEDIA WITH MIN. 5 IN/HR FILTRATION RATE SATURATED STORAGE (OPTIONAL) FILTER COURSE - AGGREGATE STORAGE LAYER j- OVERFLOW f STRUCTURE - \ \ \- IMPERMEABLE LINER (OPTIONAL) \ \ MIN. 3 AGGREGATE BELOW UNDERORAIN \ MIN. 60 DIAMETER UNDERDRAIN EXISTING UNCOMPACTED SOILS f"rIr%kI A At NOT TO SCALE Typical plan and Section view of a' Biofiltration BMP E-67 February 2016 Appendix E: BMP Design Fact Sheets !Design Adaptations for Project Goals I Biofiltration Treatment BMP for storm water pollutant control. The system is lined or un-lined to provide incidental infiltration, and an underdrain is provided at the bottom to carry away filtered runoff. This configuration is considered to provide biofiltration treatment via flow through the media layer. Storage provided above the underdrain within surface ponding, media, and aggregate storage is considered included in the biofiltration treatment volume. Saturated storage within the aggregate storage layer can be added to this design by raising the underdrain above the bottom of the aggregate storage layer or via an internal weir structure designed to maintain a specific water level elevation. Integrated storm water flow control and pollutant control configuration. The system can be designed to provide flow rate and duration control by primarily providing increased surface ponding and/or having a deeper aggregate storage layer above the underdrain. This will allow for significant detention storage, which can be controlled via inclusion of an outlet structure at the downstream end of the underdrain. 1Design Criteria and Considerations I Bioretention with underdrain must meet the following design criteria. Deviations from the below criteria may be approved at the discretion of the City Engineer if it is determined to be appropriate: Siting and Design Intent/Rationale Placement observes geotechnical recommendations regarding potential hazards fl (e.g., slope stability, landslides, liquefaction Must not negatively impact existing site zones) and setbacks (e.g., slopes, foundations, geotechnical concerns. utilities). Lining prevents storm water from An impermeable liner or other hydraulic impacting groundwater and/or sensitive El restriction layer is included if site constraints environmental or geotechnical features. indicate that infiltration or lateral flows should Incidental infiltration, when allowable, not be allowed. Contributing tributary area shall be S 5 acres D (5 I acre preferred). can aid in pollutant removal and groundwater recharge. Bigger BMPs require additional design features for proper performance. Contributing tributary area greater than 5 acres may be allowed at the discretion of the City Engineer if the following conditions are met: 1) incorporate design features (e.g. flow spreaders) to minimizing short circuiting of flows in E-68 February 2016 Appendix E: BMP Design Fact Sheets Siting and Design Intent/Rationale the BMP and 2) incorporate additional design features requested by the City Engineer for proper performance of the regional BMP. U Finish grade of the facility is <2%. Flatter surfaces reduce erosion and channelization within the facility. Surface Ponding Surface ponding limited to 24 hours for plant health. Surface ponding drawdown Surface ponding is limited to a 24-hour time greater than 24-hours but less than 0 drawdown time. 96 hours may be allowed at the discretion of the City Engineer if certified by a landscape architect or agronomist. Surface ponding capacity lowers subsurface storage requirements. Deep surface ponding raises safety concerns. Surface ponding depth greater than 12 inches (for additional pollutant control or surface outlet structures or flow- control orifices) may be allowed at the Surface ponding depth is? 6 and 12 inches. discretion of the City Engineer if the following conditions are met: 1) surface ponding depth drawdown time is less than 24 hours; and 2) safety issues and fencing requirements are considered (typically ponding greater than 18" will require a fence and/or flatter side slopes) and 3) potential for elevated clogging risk is considered. A minimum of 2 inches of freeboard is Freeboard provides room for head over El provided, overflow structures and minimizes risk of uncontrolled surface discharge. Side slopes are stabilized with vegetation and Gender side slopes are safer, less prone El are = 3H:IV or shallower, to erosion, able to establish vegetation more quickly and easier to maintain. Vegetation E-69 February 2016 Appendix E: BMP Design Fact Sheets Siting and Design Intent/Rationale Plantings are suitable for the climate and Plants suited to the climate and ponding U expected ponding depth. A plant list to aid in depth are more likely to survive. selection can be found in Appendix E.20. An irrigation system with a connection to Seasonal irrigation might be needed to D water supply should be provided as needed. keep plants healthy. Mulch (Optional) Mulch will suppress weeds and maintain A minimum of 3 inches of well-aged, shredded moisture for plant growth. Aging mulch U hardwood mulch that has been stockpiled or kills pathogens and weed seeds and stored for at least 12 months is provided, allows the beneficial microbes to multiply. Media Layer A filtration rate of at least 5 inches per Media maintains a minimum filtration rate of 5 hour allows soil to drain between events. in/hr over lifetime of facility. An initial The initial rate should be higher than filtration rate of 8 to 12 in/hr is recommended long term target rate to account for El to allow for clogging over time; the initial clogging over time. However an filtration rate should not exceed 12 inches per excessively high initial rate can have a hour. negative impact on treatment performance, therefore an upper limit is needed. Media is a minimum 18 inches deep, meeting either of these two media specifications: City of San Diego Storm Water Standards A deep media layer provides additional Appendix F (February 2016, unless superseded filtration and supports plants with deeper by more recent edition) County of San roots. Diego Low Impact Development Handbook: Appendix G -Bioretention Soil Specification Standard specifications shall be followed. U Gune 2014, unless superseded by more recent edition). Alternatively, for proprietary designs and For non-standard or proprietary designs, custom media mixes not meeting the media compliance with F.1 ensures that specifications contained in the 2016 City of adequate treatment performance will be San Diego Storm Water Standards or County provided. LID Manual, the media meets the pollutant treatment performance criteria in Section F.1. E-70 February 2016 Appendix E: BMP Design Fact Sheets Siting and Design Intent/Rationale Greater surface area to tributary area ratios: a) maximizes volume retention as required by the MS4 Permit and b) decrease loading rates per square foot and therefore increase longevity. Media surface area is 3% of contributing area times adjusted runoff factor or greater. Adjusted runoff factor is to account for site design BMPs implemented upstream of the BMP (such as rain barrels, impervious area dispersion, etc.). Refer to Appendix B.2 guidance. Use Worksheet B.5-1 Line 26 to estimate the minimum surface area required per this criteria. Potential for pollutant export is partly a Where receiving waters are impaired or have a function of media composition; media TMDL for nutrients, the system is designed design must minimize potential for El with nutrient sensitive media design (see fact export of nutrients, particularly where sheet BF72). receiving waters are impaired for nutrients. Filter Course Layer • A filter course is used to prevent migration .of Migration of media can cause dogging of o fines through layers of the facility. Filter fabric the aggregate storage layer void spaces or is not used. subgrade. Filter fabric is more likely to dog. Washing aggregate will help eliminate o Filter course is washed and free of fines, fines that could clog the facility and impede infiltration. Gradation relationship between layers Filter course calculations assessing suitability can evaluate factors (e.g., bridging, [J for particle migration prevention have been permeability, and uniformity) to completed. determine if particle sizing is appropriate or if an intermediate layer is needed. Aggregate Storage Layer Class 2 Permeable per Caltrans specification Washing aggregate will help eliminate 68-1.025 is recommended for the storage layer. fines that could clog the aggregate Washed, open-graded crushed rock may be storage layer void spaces or subgrade. used, however a 4-6 inch washed pea gravel E-71 February 2016 Appendix E: BMP Design Fact Sheets Siting and Design Intent/Rationale filter course layer at the top of the crushed rock is required. The depth of aggregate provided (12-inch typical) and storage layer configuration is Proper storage layer configuration and El adequate for providing conveyance for underdrain placement will minimize underdrain flows to the outlet structure. facility drawdown time. Inflow, Underdrain, and Outflow Structures Inflow, underdrains and outflow structures are Maintenance will prevent clogging and El accessible for inspection and maintenance, ensure proper operation of the flow control structures. Inflow velocities are limited to 3 ft/s or less or D use energy dissipation methods. (e.g., nprap, High inflow velocities can cause erosion, level spreader) for concentrated inflows, scour and/or channeling. Curb cut inlets are at least 12 inches wide, have Inlets must not restrict flow and apron O a 4-6 inch reveal (drop) and an apron and prevents blockage from vegetation as it energy dissipation as needed. grows in. Energy dissipation prevents erosion. A minimal separation from subgrade or Underdrain outlet elevation should be a the liner lessens the risk of fines entering El minimum of 3 inches above the bottom the underdrain and can improve elevation of the aggregate storage layer. hydraulic performance by allowing perforations to remain unblocked. O Minimum underdrain diameter is 6 inches. Smaller diameter underdrains are prone to clogging. Underdrains are made of slotted, PVC pipe Slotted underdrains provide greater conforming to ASTM D 3034 or equivalent or intake capacity, clog resistant drainage, 0 corrugated, HDPE pipe conforming to and reduced entrance velocity into the AASHTO 252M or equivalent. pipe, thereby reducing the chances of solids migration. An underdrain cleanout with a minimum 6- inch diameter and lockable cap is placed every Properly spaced cleanouts will facilitate 0 250 to 300 feet as required based on underdrain maintenance. underdrain length. Overflow is safely conveyed to a downstream Planning for overflow lessens the risk of 0 storm drain system or discharge point Size property damage due to flooding. overflow structure to pass 100-year peak flow E-72 February 2016 Appendix E: BMP Design Fact Sheets Siting and Design Intent/Rationale for on-line infiltration basins and water quality peak flow for off-line basins. Conceptual Design and Sizing Approach for Storm Water Pollutant Control Only 1 -- To design bioretention with underdrain for storm water pollutant control only (no flow control required), the following steps should be taken: Verify that siting and design criteria have been met, including placement requirements, contributing tributary area, maximum side and finish grade slopes, and the recommended media surface area tributary ratio. Calculate the DCV per Appendix B based on expected site design runoff for tributary areas. Use the sizing worksheet presented in Appendix B.5 to size biofiltration BMPs. Conceptual Design and Sizing Approach when Storm Water Flow Control is Applicable I Control of flow rates and/or durations will typically require significant surface ponding and/or aggregate storage volumes, and therefore the following steps should be taken prior to determination of storm water pollutant control design. Pre-development and allowable post-project flow rates and durations should be determined as discussed in Chapter 6 of the manual. Verify that siting and design criteria have been met, including placement requirements, contributing tributary area, maximum side and finish grade slopes, and the recommended media surface area tributary ratio. Iteratively determine the facility footprint area, surface ponding and/or aggregate storage layer depth required to provide detention storage to reduce flow rates and durations to allowable limits. Flow rates and durations can be controlled from detention storage by altering outlet structure orifice size(s) and/or water control levels. Multi-level orifices can be used within an outlet structure to control the full range of flows. If.bioretention with underdrain cannot fully provide the flow rate and duration control required by this manual, an upstream or downstream structure with significant storage volume such as an underground vault can be used to provide remaining controls. After bioretention with underdrain has been designed to meet flow control requirements, calculations must be completed to verify if storm water pollutant control requirements to treat the DCV have been met. E-73 February 2016 Appendix E: BMP Design Fact Sheets E.13 BF-2 Nutrient Sensitive Media Design Some studies of bioretention with underdrains have observed export of nutrients, particularly inorganic nitrogen (nitrate and nitrite) and dissolved phosphorus. This has been observed to be a short-lived phenomenon in some studies or a long term issue in some studies. The composition of the soil media, including the chemistry of individual elements is believed to be an important factor in the potential for nutrient export. Organic amendments, often compost, have been identified as the most likely source of nutrient export. The quality and stability of organic amendments can vary widely. The biofiltration media specifications contained in the County of San Diego Low Impact Development Handbook: Appendix G -Bioretention Soil Specification (June 2014, unless superseded by more recent edition) and the City of San Diego Low Impact Development Design Manual (page B-18) (July 2011, unless superseded by more recent edition) were developed with consideration of the potential for nutrient export. These specifications include criteria for individual component characteristics and quality in order to control the overall quality of the blended mixes. As of the publication of this manual, the June 2014 County of San Diego specifications provide more detail regarding mix design and quality control. The City and County specifications noted above were developed for general purposes to meet permeability and treatment goals. In cases where the BMP discharges to receiving waters with nutrient impairments or nutrient TMI)Ls, the biofiltration media should be designed with the specific goal of minimizing the potential for export of nutrients from the media. Therefore, in addition to adhering to the City or County media specifications, the following guidelines should be followed: 1. Select plant palette to minimize plant nutrient needs A landscape architect or agronomist should be consulted to select a plant palette that minimizes nutrient needs. Utilizing plants with low nutrient needs results in less need to enrich the biofiltration soil mix. If nutrient quantity is then tailored to plants with lower nutrient needs, these plants will generally have less competition from weeds, which typically need higher nutrient content. The following practices are recommended to minimize nutrient needs of the plant palette: Utilize native, drought-tolerant plants and grasses where possible. Native plants generally have a broader tolerance for nutrient content, and can be longer lived in leaner/lower nutrient soils. Start plants from smaller starts or seed. Younger plants are generally more tolerant of lower nutrient levels and tend to help develop soil structure as they grow. Given the lower cost of smaller plants, the project should be able to accept a plant mortality rate that is somewhat higher than starting from larger plants and providing high organic content. 2. Minimize excess nutrients in media mix Once the low-nutrient plant palette is established (item 1), the landscape architect and/or agronomist should be consulted to assist in the design of a biofiltration media to balance the interests of plant E-74 February 2016 Appendix E: BMP Design Fact Sheets establishment, water retention capacity (irrigation demand), and the potential for nutrient export. The following guidelines should be followed: The mix should not exceed the nutrient needs of plants. In conventional landscape design, the nutrient needs of plants are often exceeded intentionally in order to provide a factor of safety for plant survival. This practice must be avoided in biofiltration media as excess nutrients will increase the chance of export. The mix designer should keep in mind that nutrients can be added later (through mulching, tilling of amendments into the surface), but it is not possible to remove nutrients, once added. The actual nutrient content and organic content of the selected organic amendment source should be determined when specifying mix proportions. Nutrient content (i.e., C:N ratio; plant extractable nutrients) and organic content (i.e, % organic material) are relatively inexpensive to measure via standard agronomic methods and can provide important information about mix design. If mix design relies on approximate assumption about nutrient/organic content and this is not confirmed with testing (or the results of prior representative testing), it is possible that the mix could contain much more nutrient than intended. Nutrients are better retained in soils with higher cation exchange capacity. Cation exchange capacity can be increased through selection of organic material with naturally high cation exchange capacity, such as peat or coconut coir pith, and/or selection of inorganic material with high cation exchange capacity such as some sands or engineered minerals (e.g., low P-index sands, zeolites, rhyolites, etc). Including higher cation exchange capacity materials would tend to reduce the net export of nutrients. Natural silty materials also provide cation exchange capacity; however potential impacts to permeability need to be considered. Focus on soil structure as well as nutrient content. Soil structure is loosely defined as the ability of the soil to conduct and store water and nutrients as well as the degree of aeration of the soil. Soil structure can be more important than nutrient content in plant survival and biologic health of the system. If a good soil structure can be created with very low amounts of organic amendment, plants survivability should still be provided. While soil structure generally develops with time, bioflkration media can be designed to promote earlier development of soil structure. Soil structure is enhanced by the use of amendments with high humus content (as found in well-aged organic material). In addition, soil structure can be enhanced through the use of organic material with a distribution of particle sizes (i.e., a more heterogeneous mix). Consider alternatives to compost. Compost, by nature, is a material that is continually evolving and decaying. It can be challenging to determine whether tests previously done on a given compost stock are still representative. It can also be challenging to determine how the properties of the compost will change once placed in the media bed. More stable materials such as aged coco coir pith, peat, biochar, shredded bark, and/or other amendments should be considered. With these considerations, it is anticipated that less than 10 percent organic amendment by volume E-75 February 2016 Appendix E: BMP Design Fact Sheets could be used, while still balancing plant survivability and water retention. If compost is used, designers should strongly consider utilizing less than 10 percent by volume. 3. Design with partial retention and/or internal water storage An internal water storage zone, as described in Fact Sheet PR-1 is believed to improve retention of nutrients. For lined systems, an internal water storage zone worked by providing a zone that fluctuates between aerobic and anaerobic conditions, resulting in mtrification/denitrification. In soils that will a'low infiltration, a partial retention design (PR-1) allows significant vlume reduction and can also promote nitrification/denitrification. Acknowledgment: This fact sheet has been adapted from the Orange County Technical Guidance Document (May 2011). It was originally developed based on input from: Deborah Deets. City of Los Angeles Bureau of Sanitation. Drew Ready. Center for Watersho ed Health, Rick Fisher. ASIA. City of Los Angeles Bureau of Engineering. Dr. Garn Wallace. Wallace Laboratories, Glen Dake. GDML. and Jason Schmidt. Tree People. The guidance provided herein does not reflect the individual opinions of any individual listed above and should not be cited or otherwise attributed to those listed. E-76 February 2016 Appendix E: BMP Design Fact Sheets E.14 BF-3 Proprietary Biofiltration Systems The purpose of this fact sheet is to help explain the potential role of proprietary BMPs in meeting biofiltration requirements, when full retention of the DCV is not feasible. The fact sheet does not describe design criteria like the other fact sheets in this appendix because this information varies by BMP product model. [Criteria for Use of a Proprietary BMP as a Biofiltratlon BMP I A proprietary BMP may be acceptable as a "biofiltration BMP" under the following conditions: The BMP meets the minimum design criteria listed in Appendix F, including the pollutant treatment performance standard in Appendix F.1; The BMP is designed and maintained in a manner consistent with its performance certifications (See explanation in Appendix F.2); and The BMP is acceptable at the discretion of the City Engineer. In determining the acceptability of a BMP, the City Engineer should consider, as applicable, (a) the data submitted; (b) representativeness of the data subnitted; (c) consistency of the BMP performance claims with pollutant control objectives; certainty of the BMP performance claims; (d) for projects within the public right of way and/or public projects: maintenance requirements, cost of maintenance activities, relevant previous city experience with operation and maintenance of the BMP type, ability to continue to operate the system in event that the vending company is no longer operating as a business; and (e) other relevant factors. Guidance for Sizing a Proprietary BMP as a Blo filtration BMP I Proprietary biofiltration BMPs must meet the same sizing guidance as non-proprietary BMPs. Sizing is typically based on capturing and treating 1.50 times the DCV not reliably retained. Guidance for sizing biofiltration BMPs to comply with requirements of this manual is provided in Appendix F.2. E-77 February 2016 MAINTENANCE MWS - Linear Hybrid Stormwater Filtration System A1 ODUL I ETLAN /7H /i Modular Wetland Systems, Inc. www.modularwetlands.com P.O. Box 869 p 760-433-7640 Oceanside, CA 92049 F 760-433-3179 MAINTENANCE Maintenance Summary - Clean Bio Clean® Catch Basin Filter - average maintenance interval is 3 to 6 months. (15 minute service time). Clean Separation (sediment) Chamber - average maintenance interval is 6 to 18 months. (30 minute service time). Replace Cartridge Filter Media (BioMediaGREENTM) - average maintenance interval 6— 12 months. (45 minute service time). Replace Drain Down Filter Media (BioMediaGREENTM) - average maintenance interval is 6 to 12 months. (5 minute service time). Trim Vegetations - average maintenance interval is 3 to 6 months. (15 minute service time). Evaluate Wetland Media Flow Hydraulic Conductivity - average inspection interval is once per year. (5 minute inspection time). Wetland Media Replacement - average maintenance interval is 5 to 20 years. (6 hours). For more information on maintenance procedures, to order replacement media or find an authorized service company please contact: Modular Wetland Systems, Inc 2972 San Luis Rey Road Oceanside, CA 92058 Phone: 760-433-7640 Fax: 760-433-3176 Email: info@modularwetlands.com System Diagram - Access to screening device, sediment chamber and cartridge filter Access to drain down filter and flow valves - , --- Discharge Chamber Wetland Biofiltration Chamber Pre-Treatment Chamber Maintenance Overview - Every installed MWS - Linear unit is to be maintained by the Supplier, or a Supplier approved contractor. The cost of this service varies among providers. The MWS - Linear is a multi-stage self-contained treatment train for stormwater treatment. Each stage protects subsequent stages from clogging. Stages include: screening, separation, cartridge media filtration, and biofiltration. The biofiltration stage contains various types of vegetation which will require annual evaluation and trimming. Clean Bio Clean® Catch Basin Filter - Screening is provided by well proven catch basin filter. The filter has a trash and sediment capacity of 2 (curb type) and 4 (grate type) cubic feet. The filter removes gross solids, including litter, and sediments greater than 200 microns. This procedure is easily done by hand or with a small industrial vacuum device. This filter is located directly under the manhole or grate access cover. Clean Separation (sediment) Chamber - separation occurs in the pre- treatment chamber located directly under the curb or grated inlet. This chamber has a capacity of approximately 21 cubic feet for trash, debris and sediments. This chamber targets TSS, and particulate metals and nutrients. This procedure can be performed with a standard vacuum truck. This chamber is located directly under the manhole or grate access cover. Replace Cartridge Filter Media (BioMediaGREENTM) - Primary filtration is provided by a horizontal flow cartridge filter utilizing BioMediaGREEN blocks. Each cartridge has a media surface area of 35 square feet. The large surface area will insure long term operation without clogging. The cartridge filter with BioMediaGREEN targets fine TSS, metals, nutrients, hydrocarbons, turbidity and bacteria. Media life depends on local loading conditions and can easily be replaced and disposed of without any equipment. The filters are located in the pre-treatment chamber. Entry into chamber required to replace BioMediaGREEN blocks. Each cartridge contain 14 pieces of 20" tall BioMediaGREEN. Replace Drain Down Filter Media (BioMediaGREEN) - A drain down filter, similar in function to the perimeter filter is located in the discharge chamber. This filter allows standing water to be drained and filtered out of the separation chamber. This addresses any vector issues, by eliminating all standing water within this system. Replacement of media takes approximately 5 minutes and is performed without any equipment. Trim Vegetations - The system utilizes multiple plants in the biofiltration chamber to provide enhanced treatment for dissolved pollutants including nutrients and metals. The vegetation will need to be maintained (trimmed) as needed. This can be done as part of the project normal landscape maintenance. NO FERTILIZER SHALL BE USED IN THIS CHAMBER. Evaluate Wetland Media Flow Hydraulic Conductivity - The systems flow can be assessed from the discharge chamber. This should be done during a rain event. By viewing into the discharge chamber the flow out of the system can be observed. If little to know flow is observed from the lower valve or orifice plate this is a sign of potential wetland media (biofiltration) maintenance needs. Wetland Media Replacement - biofiltration is provided by an advance horizontal flow vegetated wetland. This natural filter contains a mix of sorptive media that supports abundant plant life. This biofilter targets the finest TSS, dissolved nutrients, dissolved metals, organics, pesticides, oxygen demanding substances and bacteria. This filter provides the final polishing step of treatment. If prior treatment stages are properly maintained, the life of this media can be up to 20 years. Replacement of the media is simple. Removal of spent media can be done with a shovel of a vacuum truck. C. The MWS - Linear catch basin filter, separation chamber, cartridge filter media and wetland media are designed to allow for the use of vacuum removal of captured pollutants and spent filter media by centrifugal compressor vacuum units without causing damage to the filter or during normal cleaning and maintenance. Filter and chambers can be cleaned from finish surface through standard manhole or grate access. Maintenance Procedures - 1. Clean Bio Clean® Catch Basin Filter - Modular Wetland Systems, Inc. recommends the catch basin filter be inspected and cleaned a minimum of once every six months and replacement of hydrocarbon booms once a year. The procedure is easily done with the use of any standard vacuum truck. This procedure takes approximately 15 minutes. Remove grate or manhole to gain access to catch basin filter insert. Remove the deflector shield (grate type only) with the hydrocarbon boom attached. Where possible the maintenance should be performed from the ground surface. Note: entry into an underground stormwater vault such as an inlet vault requires certification in confined space training. Remove all trash, debris, organics, and sediments collected by the inlet filter insert. Removal of the trash and debris can be done manually or with the use of a vacuum truck. The hose of the vacuum truck will not damage the screen of the filter. Evaluation of the hydrocarbon boom shall be performed at each cleaning. If the boom is filled with hydrocarbons and oils it should be replaced. Attach new boom to basket with plastic ties through pre-drilled holes in basket. Place the deflector shield (grate type only) back into the filter. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. The hydrocarbon boom may be classified as hazardous material and will have to be picked up and disposed of as hazardous waste. Hazardous material can only be handled by a certified hazardous waste trained person (minimum 24- hour hazwoper). 2. Clean Separation (sediment) Chamber - Modular Wetland Systems, Inc. recommends the separation chamber be inspected and cleaned a minimum of once a year. The procedure is easily done with the use of any standard vacuum truck. This procedure takes approximately 30 minutes. Remove grate or manhole to gain access to the catch basin filter. Remove catch basin filter. Where possible the maintenance should be performed from the ground surface. Note: entry into an underground stormwater vault such as an inlet vault requires certification in confined space training. With a pressure washer spray down pollutants accumulated on walls and cartridge filters. Vacuum out separation chamber and remove all accumulated debris and sediments. Replace catch basin filter, replace grate or manhole cover. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. 3. Replace Cartridge Filter Media (BioMediaGREEN TM) - Modular Wetland Systems, Inc. recommends the cartridge filters media be inspected and cleaned a minimum of once a year. The procedure will require prior maintenance of separation chamber. Replacement of media takes approximately 45 minutes. Remove grate or manhole to gain access to the catch basin filter. Remove catch basin filter. Where possible the maintenance should be performed from the ground surface. Note: entry into an underground stormwater vault such as an inlet vault requires certification in confined space training. Enter separation chamber. Unscrew the two 1/2" diameter bolts holding the lid on each cartridge filter and remove lid and place outside of unit. Remove each of the 14 BioMediaGREEN filter blocks in each cartridge and remove from chamber for disposal. - Spray down the outside and inside of the cartridge filter to remove any accumulated sediments. Replace with new BioMediaGREEN filter blocks insuring the blocks are properly lined up and seated in the bottom. Replace the lid and tighten down bolts. Replace catch basin filter, replace grate or manhole cover. Transport all debris, trash, organics, spent media and sediments to approved facility for disposal in accordance with local and state requirements. 4. Replace Drain Down Filter Media (BioMediaGREEN) - Modular Wetland Systems, Inc. recommends the drain down filter be inspected and maintained a minimum of once a year. Replacement of media takes approximately 5 minutes. Open hatch of discharge chamber Enter chamber, unlatch drain down filter cover. Remove BioMediaGREEN filter block Replace with new block, replace and latch cover. Exit chamber, close and lock down the hatch. Transport spent media to approved facility for disposal in accordance with local and state requirements. 5. Trim Vegetations - Modular Wetland Systems, Inc. recommends the plants/vegetation be inspected and maintained a minimum of once a year. It is also recommended that the plants receive the same care as other landscaped areas. Note: No fertilizer is to be used on this area. Trimming of vegetation takes approximately 15 minutes. 6. Evaluate Wetland Media Flow Hydraulic Conductivity - Modular Wetland Systems, Inc. recommends system flow be inspected and observed a minimum of once a year. This needs to be done during a rain event. Inspection and Observation takes approximately 5 minutes. Open hatch of discharge chamber Observe the level of flow from the bottom valve or orifice plate. If flow is steady and high the system is operating normally. If little or no flow is observed exiting the valve possible maintenance to the biofiltration wetland chamber may be needed. Contact Modular Wetlands for further assistance. Exit chamber, close and lock down the hatch. Wetland Media Replacement - Modular Wetland Systems, Inc. recommends the wetland media be replaced a minimum of one every 20 years. Inspection fakes approximately 15 minutes. Replacement of rock media takes approximately 6 hours and requires a vacuum truck. Remove plants from the wetland chamber. Use a vacuum truck or shovel to remove all wetland media. Spray down the walls and floor of the chamber and vacuum out any accumulated pollutants. Spray down perforated piping and netting of flow matrix and the inflow and outflow end to remove any accumulated pollutants. Vacuum out any standing water from the media removal and insure the chamber is cleaning. Use a small backhoe to fill chamber with new media. Call Modular Wetland Systems, Inc. for media delivery information. Install BioMediaGREEN filter blocks across over the entire filter bed. Fill with media until 9" from top. The install filter blocks which are 3" thick. Fill the top 6" inches with wetland media. Plant new vegetation in the same configuration and quantity as old vegetation. Dig down until the BioMediaGREEN is exposed. Cut out a small circle of the BioMediaGREEN. Remove plant from container including soil ball and place in the whole cut out of the BioMediaGREEN. Cover up with wetland media. Spray down the plants and media with water to saturate. Continue supplemental irrigation (spray or drip) for at lest 90 days. 7. Other Maintenance Notes - Following maintenance and/or inspection, the maintenance operator shall prepare a maintenance/inspection record. The record shall include any maintenance activities performed, amount and description of debris collected, and condition of the system and its various filter mechanism. The owner shall retain the maintenance/inspection record for a minimum of five years from the date of maintenance. These records shall be made available to the governing municipality for inspection upon request at any time. Any person performing maintenance activities must have completed a minimum of OSHA 24-hour hazardous waste worker (hazwoper) training. Remove access manhole lid or grate to gain access to filter screens and sediment chambers. Where possible the maintenance should be performed from the ground surface. Note: entry into an underground stormwater vault such as an inlet vault requires certification in confined space training. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. The hydrocarbon boom is classified as hazardous material and will have to be picked up and disposed of as hazardous waste. Hazardous material can only be handled by a certified hazardous waste trained person (minimum 24-hour hazwoper). Maintenance Sequence - I - .14 -'F Access Pre-Treatment Chamber by Removing Manhole or Grate Cover Vacuum Catch Basin Filter Assess Pollutant Loading in Catch Basin Filter and Sediment Chamber Remove Catch Basin Filter - Vacuum out the Sediment Chamber Enter Chamber Remove Lids of Cartridge Filters Remove Spent BioMediaGREEN Filter Blocks Spray Down and Clean Cartridge Filter Housing Replace with New BioMediaGREEN Filter Blocks and Replace Lid, then Catch Basin Filter and Replace Manhole or Grate Open Discharge Chamber Lid to Asses Wetland Media Flow Rate and Replace Drain Down Filter Near Bottom Please Contact Modular Wetland Systems, Inc. for More Information: 760-433-7640 info©modularwetlands.com Evaluate Vegetation and Trim if Needed. Maintenance Complete. TREATMENT CONTROL BMP VERIFICATION FORM Pursuant to CMC 15.12. 100 GENERAL INFORMATION Owner Name Owner Address City and Zip Contact Name Contact Phone New Contact New Phone BMP INFORMATION BMP Type I BMP ID# I I Priority I BMP Description Manufacturer BMP Location BMP Address BMP Approval Date I Last Inspection Date Maintenance Frequency I Comments BMP VERIFICATION AND MAINTENANCE ujOZO >_ZOZ Z BMP ACTIVITY COMMENTS Has the BMP been installed? Has the BMP been removed? Is the BMP operating properly? Has the BMP been replaced? If so when? Is BMP covered under a maintenance agreement? Is the BMP on a regular maintenance schedule? Has trash or other debris accumulated in or around BMP? Has the BMP been inspected during the last year? Has the BMP been maintained or cleaned during the last year? Are discharge points free of litter and debris? Has it rained since the last time the BMP was maintained? C1 Leaking Vehicles U Trash and Debris u Erosion/Sediments What are the sources of pollution that could impact the BMP? 0 Over Irrigation 0 Improvement Projects (paint, concrete wash, landscaping, etc.) Pet/Animal Waste 0 Lawn clippings and yard waste Other________________ Certification Statement Uj certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system to assure that the responsible party gathered and evaluated the information submitted. Based on my inquiry of the person or person who managed the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief true, accurate and complete, I am aware that there are significant penalties for submitting false information including the possibility of fines and other enforcement actions." PRINT NAME: SIGNATURE . DATE Please return the completed and signed form to the City of Carlsbad CMI - Storm Water Compliance 5950 El Camino Real Carlsbad, CA 92008 760-602-2780 or FAX 760-438-7178