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HomeMy WebLinkAboutSDP 16-01; ATLAS - TRITOWER - SEA OTTER RETAINING WALL; PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP); 2024-02-281 Revised: 9/20/2023 2 Revised: 2/28/2024 CITY OF CARLSBAD PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR --·- SEA OTTER RETAINING WALL .R1tC()f{3) C {)}V\ PROJECT ID PROJECT NUMBER PD15-04 DRAWING NUMBER 489-?A GR 2017-00 58 ENGINEER OF WORK: .. '-1/-'3/1 . _•:.··:~ t i' April 4, 2018 Walter H. Brown, PE, PLS PREPARED FOR: CR SEA OTTER, LLC 5909 SEA OTTER PLACE CARLSBAD, CA 92010 (805) 625 -5216 PREPARED BY: ... HowesWeller .,---·"··"" &Associates LAND USE PLANNING AND ENGINEERING 2888 LOKER AVENUE EAST, SUITE 217 CARLSBAD, CA 92010 (760) 929-2288 ~ DATE: 03/02/2018 6 ~ C 36191 LAND DEVELOPMENT ENGINEERING Page 1 of 99 Pages Including Appendices Attachment 5: Trash Capture Storm Water Quality Management Plan for Atlas Tri-tower 2 Revised Attachment 5 to change trash capture bmp from Bioclean Bio-grate-KMF 12-12 to Enviropod LittaTrap LTFC3030 1 TABLE OF CONTENTS Certification Page Project Vicinity Map FORM E-34 Storm Water Standard Questionnaire Site Information FORM E-36 Standard Project Requirement Checklist Summary of PDP Structural BMPs Attachment 1: Backup for PDP Pollutant Control BMPs Attachment 1 a: OMA Exhibit Attachment 1 b: Tabular Summary of DMAs and Design Capture Volume Calculations Attachment 1 c: Harvest and Use Feasibility Screening (when applicable) Attachment 1 d: Categorization of Infiltration Feasibility Condition (when applicable) Attachment 1 e: Pollutant Control BMP Design Worksheets / Calculations Attachment 2: Backup for PDP Hydromodification Control Measures Attachment 2a: Hydromodification Management Exhibit Attachment 2b: Management of Critical Coarse Sediment Yield Areas Attachment 2c: Geomorphic Assessment of Receiving Channels Attachment 2d: Flow Control Facility Design Attachment 3: Structural BMP Maintenance Thresholds and Actions tt t : s ·n I P P Page 2 of 99 Pages Including Appendices CERTIFICATION PAGE Project Name: SEA OTTER RETAINING WALL Project ID: PD15-04/DRAWING NO. 4fJl-7A I hereby declare that I am the Engineer in Responsible Charge of design of storm water BMPs for this project, and that I have exercised responsible charge over the design of the project as defined in Section 6703 of the Business and Professions Code, and that the design is consistent with the requirements of the BMP Design Manual, which is based on the requirements of SDRWQCB Order No. R9-2013-0001 (MS4 Permit) or the current Order. I have read and understand that the City Engineer has adopted minimum requirements for managing urban runoff, including storm water, from land development activities, as described in the BMP Design Manual. I certify that this SWQMP has been completed to the best of my ability and accurately reflects the project being proposed and the applicable source control and site design BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I understand and acknowledge that the plan check review of this SWQMP by the City Engineer is confined to a review and does not relieve me, as the Engineer in Responsible Charge of design of storm water BMPs for this project, of my responsibilities for project design. April 4, 2018 Engineer of Work's Signature PE Number: 36191 Expiration Date: 6/30/18 Walter H. Brown HOWES WEILER AND ASSOCIATES Company 04/04/2018 Date C 36191 Page 3 of 99 Pages Including Appendices PROJECT VICINITY MAP CITY OF OCEANSIDE iHGHWAY MARCOS P FIC EAf\J CITY OF ENCINITAS VICINITY MAP Page 4 of 99 Pages Including Appendices Ccityof Carlsbad STORM WATER STANDARDS QUESTIONNAIRE Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov E-34 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: SEA OTTER RETAINING WALL PROJECT ID: PD 15-04 ADDRESS: 5909 SEA OTTER PLACE APN: 209-082-09-00 The project is (check one): D New Development ~ Redevelopment The total proposed disturbed area is: 190,273 ft2 (_ 4.37 _) acres The total proposed newly created and/or replaced impervious area is: 156 769 ft2 ( 3_6 ) acres (existi~g impervious -' ---areas included} 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: PD15-04, DWG # 489-7 A, GR 2017-0058 SWQMP#: N/A ' Then, go to Step 1 and follow the instructions. application to the city. E-34 When completed, sign the form at the end and submit this with your Page 1 of 4 REV 02/16 Page 5 of 99 Pages Including Appendices STEP1 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 !Kl 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. STEP2 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: Is your project LIMITED to one or more of the following: YES NO 1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; □ Kl b) 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 quidance? I 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in I 00 I 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? I □ !Kl 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): E-34 Page 2 of 4 Page 6 of 99 Pages Including "Wgt/1S19!f!t To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1 )): 1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, and public development pro ·ects on public or rivate land. 2. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 3. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification SIC code 5812 . 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside develo ment pro·ect includes develo ment on an natural slo e that is twent -five ercent or realer. 5. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. 6. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious street, road, highway, freeway or driveway surface collectively over the entire project site? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorc cles, and other vehicles. 7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA i.e. not commingled with flows from adjacent lands.* 8. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface that supports an automotive repair shop? An automotive repair shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. 9. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles per da . 10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land and are expected to generate pollutants post construction? 11. Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC 21.203.040 YES NO □ Kl [Z] □ □ □ Kl □ □ □ IR] □ Ix] □ □ Ix] □ Ix] 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 statin "M ro·ect is a 'STANDARD PROJECT' ... " and com lete a licant information. E-34 Page 3 of 4 Page 7 of 99 Pages Including 'W~o/1S!9ro/ ' STEP4 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP) ONLY Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? Complete the percent impervious calculation below: Existing impervious area (A)= 494,661_ sq. ft. IX] □ Total proposed newly created or replaced impervious area (B) = 156,769 sq. ft. Percent impervious area created or replaced (B/A)*100 = 3:1 69 % 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 BM P'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. STEPS CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION IX] My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) for submittal at time of application. 0 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. D My Project is NOT a 'development project' and is not subject to the requirements of the BMP Manual. Applicant Information and Signature Box Applicant Name: Walter H. Brown Applicant Title: Senior Engineer Applicant Signature: ~~~ Date: 04/04/18 * Environmentally Sens1t1ve Areas include but are not limited to all Clean Water Act Section 303(d) 1mpa1red water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments): water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat Management Plan; and any other equivalent environmentally sensitive areas which have been identified by the City. This Box for City Use Only YES NO City Concurrence: □ By: Date: Project ID: E-34 Page 4 of 4 Page 8 of 99 Pages Including ~gwiSi9ro/ SITE INFORMATION CHECKLIST Project Summary Information Proiect Name Sea Otter Retaining Wall Proiect ID PD15-04/DRAWING NO. 489-7A Project Address 5909 Sea Otter Place Carlsbad, Ca 92010 Assessor's Parcel Number (APN) 209-082-09-00 Project Watershed {Hydrologic Unit) Agua Hedionda 904.3 Parcel Area 14.32 Acres (623,779 SQuare Feet) Existing Impervious Area (subset of Parcel Area) 11.36 Acres {494,661 Square Feet) Area to be disturbed by the project (Proiect Area) limit of work 4.37 Acres {190,273 Square Feet) Project Proposed Impervious Area (subset of Project Area) includes existing 3.6 Acres {156,769 Square Feet) Project Proposed Pervious Area (subset of Proiect Area) 0.77 Acres (33,504 Square Feet) Note: Proposed Impervious Area+ Proposed Pervious Area= Area to be Disturbed by the Project. This may be less than the Parcel Area. I Page 9 of 99 Pages Including Appendices Description of Existing Site Condition and Drainage Patterns Current Status of the Site (select all that apply): [8J Existing development D Previously graded but not built out D Agricultural or other non-impervious use D Vacant, undeveloped/natural Description / Additional Information: Currently the site is 14.32 Acres mostly developed, it is comprised of two 233,485 square feet attached commercial/office buildings, paved parking lot, hardscape and landscape areas. The east parking, landscape areas, retaining wall and grading the south east side slope of the site is the scope of this study. The existing landscape areas will be reconfigured to accommodate more parking spaces in conjunction with the remodeling of the building and constructing the retaining wall. Existing Land Cover Includes (select all that apply): [8J Vegetative Cover D Non-Vegetated Pervious [8J Areas Impervious Areas Description/ Additional Information: Currently the site is mostly developed, it is comprised of two attached commercial/office buildings, paved parking lot, hardscape and landscape areas.m Underlying Soil belongs to Hydrologic Soil Group (select all that apply): □ NRCS Type A □ NRCS Type B NRCS Type C (8J NRCS Type D Approximate Depth to Groundwater (GW): □ GW Depth < 5 feet □ 5 feet< GW Depth< 10 D feet 1 0 feet < GW Depth < 20 feet (8J GW Depth > 20 feet Existing Natural Hydrologic Features (select all that apply): D Watercourses D Seeps D Springs Wetlands [8J None Description / Additional Information: None known Page 1 O of 99 Pages Including Appendices 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]: rrhe site is on a ridge with an on-site mild slope approximately 3.5% that slopes towards the south west corner of the property. The elevations of the site ranges from 400 to 415 fee· above mean sea level (msl). The site has only minor off-site drainage tributary areas. The properties to the north, east and west, drain away from the site. The area south of the site is fully developed. Storm water from the adjacent site drains away from the site except a minor tributary area from the south slopes of the project site. There is an existing storm drain system in Sea Otter Place that collects off-site storm water and conveys it to the west hrough an existing 48 inch storm drain pipe that is constructed on the adjacent property to the south of the west parking lot. The offsite storm drain system directs storm water to an existing conveyance storm drain system west of the site in El Fuerte Street which conveys he storm water to Agua Hedionda Creek. Page 11 of 99 Pages Including Appendices Description of Proposed Site Development and Drainage Patterns Project Description/ Proposed Land Use and/or Activities: The east parking, landscape areas, retaining wall and grading the south-east side slope of the site is the scope of this study. The existing landscape areas will be reconfigured to accommodate more parking spaces in conjunction with the remodeling of the building and constructing the retaining wall. The proposed landscape total area will be approximately the same. Biofitration and Hydromodification tanks are proposed for the site. List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features): The proposed improvements are a retaining wall, trash enclosure and a parking lot expansion. Also under a separate permit building B will be remodeled. List/describe proposed pervious features of the project (e.g., landscape areas): The site has proposed landscape area around the existing building and in the parking lot. Proposed Biofiltration for BMP areas in the landscape islands. The on-site side slopes are landscaped. Does the project include grading and changes to site topography? [8J Yes 0 No Description/ Additional Information: Currently the site is paved at a minor slope for the parking lot with 2:1 slope all around the property line. There are existing loading ramps on the west side of the building that will be removed. No new ramps will be constructed. The proposed grading is to remove most of the parking landscape islands and construct new islands in a different location. Also grading along the south side of the property to construct retain walls and biofiltration basins and to install hydromodification tanks. The overall slope of the parking lot will not change. Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)? [8J Yes □No Description/ Additional Information: The overall drainage pattern of the site will change based on the proposed grading of the site. There are 2 existing storm drain lines within the limit of work, a 24" RCP and 16" PVC storm drain pipes. The stormwater will be intercepted by biofiltration system that drains to proposed hyromodification tanks. The Hydromodification tanks drains to the existing on site 24" pipe. The existing 16" storm drain pipe conveys storm water from onsite areas but out of the limit of work. The existing 16" will have less tributary area from existing conditions. Minor modification for existing 16" will occur to join the existing 24" that will be also modified at the east end of it where it is connected the existing catch basin that is going to be removed. Page 12 of 99 Pages Including Appendices Identify whether any of the following features, activities, and/or pollutant source areas will be present (select all that apply): [ZJ On-site storm drain inlets fZJ Interior floor drains and elevator shaft sump pumps D Interior parking garages ~ Need for future indoor & structural pest control ~ Landscape/Outdoor Pesticide Use D Pools, spas, ponds, decorative fountains, and other water features D Food service [ZJ Refuse areas D Industrial processes !RI Outdoor storage of equipment or materials D Vehicle and Equipment Cleaning D Vehicle/Equipment Repair and Maintenance D Fuel Dispensing Areas D Loading Docks [ZJ Fire Sprinkler Test Water D Miscellaneous Drain or Wash Water [ZJ Plazas, sidewalks, and parking lots Page 13 of 99 Pages Including Appendices Identification of Receiving Water Pollutants of Concern Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake 01 reservoir, as applicable): On-site existing/proposed storm drain system drains to the southwest towards an existing storm drain system. The offsite storm drain system directs storm water to an existing conveyance storm drain system west of the site in El Fuerte Street which conveys the storm water to Agua Hedionda Creek to Agua Hedionda Lagoon to the Pacific Ocean List any 303(d) impaired water bodies within the path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable), identify the pollutant(s)/stressor(s) causing impairment, and identify any TMDLs for the impaired water bodies: 303(d) Impaired Water Body Pollutant(s )/Stressor(s) TMDLs Agua Hedionda Creek Enterococcus, Fecal Coliform, Eutrophic, Indicator Bacteria Manganese, phosphorus, selenium, Total Nitrogen as N, TDS, Aquatic Toxicity Identification of Project Site Pollutants Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see BMP Desiqn Manual Appendix B.6): Also a Receiving Not Applicable to Anticipated from the Water Pollutant of Pollutant the Project Site Project Site Concern X Sediment X Nutrients X Heavy Metals X Organic Compounds X Trash & Debris Oxygen Demanding X Substances X Oil & Grease X Bacteria & Viruses X Pesticides Page 14 of 99 Pages Including Appendices Hydromodification Management Requirements Do hydromodification management requirements apply (see Section 1.6 of the BMP Design Manual)? ~ Yes, hydromodification management flow control structural BMPs required. D No, the project will discharge runoff directly to existing underground storm drains discharging directly to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. D No, the project will discharge runoff directly to conveyance channels whose bed and bank are concrete-lined all the way from the point of discharge to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. D No, the project will discharge runoff directly to an area identified as appropriate for an exemption by the WMAA for the watershed in which the project resides. Description / Additional Information (to be provided if a 'No' answer has been selected above): The project is a redevelopment project that discharge directly to an existing storm drain system that already has outlet protection to prevent hydromodification. Critical Coarse Sediment Yield Areas* *This Section only required if hydromodification management requirements aDDIY Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas exist within the project drainage boundaries? □Yes ~ No, No critical coarse sediment yield areas to be protected based on WMAA maps If yes, have any of the optional analyses presented in Section 6.2 of the BMP Design Manual been performed? D 6.2.1 Verification of Geomorphic Landscape Units (GLUs) Onsite D 6.2.2 Downstream Systems Sensitivity to Coarse Sediment D 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 D Critical coarse sediment yield areas exist but additional analysis has determined that protection is not required. Documentation attached in Attachment 8 of the SWQMP. □Critical coarse sediment yield areas exist and require protection. The project will implement management measures described in Sections 6.2.4 and 6.2.5 as applicable, and the areas are identified on the SWQMP Exhibit. Discussion/ Additional Information: The Site is a redevelopment site. Soil report has be generated for the site. See attachment 2. Page 15 of 99 Pages Including Appendices Flow Control for Post-Project Runoff" *This Section only required if hydromodiflcatlon 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 point of compliance (point A) at the south west side of the site at the drive way for hydromodification management see HMP Exhibit Attachment 2a. Has a geomorphic assessment been performed for the receiving channel(s)? [8:J No, the low flow threshold is 0.1 Q2 ( default low flow threshold) D Yes, the result is the low flow threshold is 0.102 D Yes, the result is the low flow threshold is 0.302 D Yes, the result is the low flow threshold is 0.502 If a geomorphic assessment has been performed, provide title, date, and preparer: Discussion/ Additional Information: (optional) Page 16 of 99 Pages Including Appendices 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. N/A 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. Page 17 of 99 Pages Including Appendices {'city of Carlsbad STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Project Information Project Name: SEA OTTER RETAINING WALL Project ID: PD15-04 DWG No. or Building Permit No.: 489-?A Source Control BMPs Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov All development projects must implement source control BMPs SC-1 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 lXI Yes J □ No Discussion/justification if SC-1 not implemented: SC-2 Storm Drain Stenciling or Signage ~ Yes I □ No Discussion/justification if SC-2 not implemented: SC-3 Protect Outdoor Materials Storage Areas from Rainfall, Run-On, Runoff, and Wind I ~ Yes / □ No Dispersal ! I Discussion/justification if SC-3 not implemented: E-36 Page 1 of 4 Revised 09/16 Page 18 of 99 Pages Including Appendices □ N/A □ N/A □ N/A I I i j I I I I Source Control Requirement (continued) Al>Dlied? SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, Runoff, and □ Yes No IXI N/A Wind Dispersal Discussion/justification if SC-4 not implemented: SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal IXI Yes No 0 N/A Discussion/justification if SC-5 not implemented: 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). [IIOn-site storm drain inlets, BMP SIGN (E-3) 00 Yes □ No □ NIA [II Interior floor drains and elevator shaft sump pumps, ( 1) IXI Yes □ No 0 N/A □ Interior parking garages D Yes 0 No 1X1 N/A Ill Need for future indoor & structural pest control (2) IXIYes □ No □ N/A Ill Landscape/Outdoor Pesticide Use (3) IXl Yes D No □ N/A □ Pools, spas, ponds, decorative fountains, and other water features □ Yes □ No IXl NIA □Foodservice □Yes □ No 1X1 N/A □ Refuse areas □ Yes □ No IKl N/A □ Industrial processes □ Yes □ No (XI N/A Ill Outdoor storage of equipment or materials ( 4) □Yes 0 No !Xi N/A □ Vehicle and Equipment Cleaning □Yes □ No 1X1 N/A □ Vehicle/Equipment Repair and Maintenance Yes □ No IX! N/A □ Fuel Dispensing Areas □Yes □ No 1X1 N/A D Loading Docks □ Yes □ No 1X1 NIA Ill Fire Sprinkler Test Water , DRAIN TO SEWER IX) Yes □ No □ N/A □ Miscellaneous Drain or Wash Water □ Yes 0 No IX) N/A Ill Plazas, sidewalks, and parkinQ lots (o) IXI Yes □ No 0 NIA For ''Yes" answers, identify the additional BMP per Appendix E.1. Provide justification for "No" answers. (1) INTERIOR FLOOR DRAINS AND ELEVATOR SHAFT SUMP PUMP WILL BE PLUMBED TO SANITARY SEWER (2) BUILDING DESIGN DISCORAGE ENTRY OF PEST (3) DESIGN LANDSCAPEING TO MINIMIZE USE OF PESTICIDES AND FERTILIZERS THAT MAY CONTRIBUTE TO STORM WATER POLLUTION, USE PEST RESISTANT PLANTS ADJACENT TO HARDSCAPE, SELECT PLANTS APPROPRIATE TO SITE SOILS, SLOPES, CLIMATE, SUN, WIND, RAIN, LAND USE, AIR MOVEMENT, ECOLOGICAL CONSISTENCY, AND PLANT INTERACTIONS. (4) ABOVE GROUND STORAGE CONTAINER, ELECTRICAL MATERIAL (5) PARKING LOT SHALL BE SWEPT REGULARLY TO PREVENT THE ACCUMULATION OF LITTER AND DEBRIS E-36 Page 2 of 4 Page 19 of 99 Pages Including Appendices Revised 09/16 I Site Design BMPs All development projects must implement site design BMPs SD-1 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 I Applied? SD-1 Maintain Natural Drainaqe Pathways and Hydroloqic Features I □Yes I □No I liJN/A Discussion/justification if SD-1 not implemented: No existing natural drainage pathways exist onsite. SD-2 Conserve Natural Areas, Soils, and Vegetation I □Yes I □ No I IKI N/A Discussion/justification if SD-2 not implemented: The site is a redevelopment project, it has been previously graded and existing vegetation removed from the site. The site has existing buildings and parking lot. SD-3 Minimize Impervious Area Discussion/justification if SD-3 not implemented: SD-4 Minimize Soil Compaction Discussion/justification if SD-4 not implemented: SD-5 Impervious Area Dispersion Discussion/justification if SD-5 not implemented: E-36 Page 3 of 4 I ~Yes I □ No I IKl Yes I □ No I ~Yes I □No Page 20 of 99 Pages Including Appendices Revised 09/16 ID NIA I □ N/A I □ N/A Site Design Requirement (continued) I Aoolied? SD-6 Runoff Collection I 12;Yes I □ No I □ N/A Discussion/justification if SD-6 not implemented: SD-7 Landscaping with Native or Drought Tolerant Species I ~Yes I □ No I □ N/A Discussion/justification if SD-7 not implemented: SD-8 Harvesting and Using Precipitation I □ Yes I ~No I □ N/A Discussion/justification if SD-8 not implemented: Harvesting precipitation and using precipitation is not planned for the project. Proper BMP implementation will treat storm water runoff, as required. See completed form 1-7. E-36 Page 4 of 4 Page 21 of 99 Pages Including Appendices Revised 09/16 SUMMARY OF PDP STRUCTURAL BMPS Page 22 of 99 Pages Including Appendices PDP Structural BMPs All PDPs must implement structural BMPs for storm water pollutant control (see Chapter 5 of the BMP Design Manual). Selection of PDP structural BMPs for storm water pollutant control must be based on the selection process described in Chapter 5. PDPs subject to hydromodification management requirements must also implement structural BMPs for flow control for hydromodification management (see Chapter 6 of the BMP Design Manual). Both storm water pollutant control and flow control for hydromodification management can be achieved within the same structural BMP(s). PDP structural BMPs must be verified by the City at the completion of construction. This may include requiring the project owner or project owner's representative to certify construction of the structural BMPs (see Section 1.12 of the BMP Design Manual). PDP structural BMPs must be maintained into perpetuity, and the City must confirm the maintenance (see Section 7 of the BMP Design Manual). Use this form to provide narrative description of the general strategy for structural BMP implementation at the project site in the box below. Then complete the PDP structural BMP summary information sheet for each structural BMP within the project (copy the BMP summary information page as many times as needed to provide summary information for each individual structural BMP). Describe the general strategy for structural BMP implementation at the site. This information must describe how the steps for selecting and designing storm water pollutant control BMPs presented in Section 5.1 of the BMP Design Manual were followed, and the results (type of BMPs selected). For projects requiring hydromodification flow control BMPs, indicate whether pollutant control and flow control BMPs are integrated together or separate. The site is divided into 15 DMAs based on the proposed grading plan for the parking lot. Based on the geotechnical report the site has negligible infiltration, biofiltration BMP option has been picked. Based on Form 1-7 in attachment 1c harvest and use is considered to be infeasible. OMA B3 is per approved retaining plans, not part of this report. It drains awards the Hydromodification Tanks to on-site storm drain system. Storm drain system will convey storm water to an existing on/off-site storm drain pipe. rcontinue on next oaae as necessarv.1 Page 23 of 99 Pages Including Appendices OMA B1 to OMA B16 areas (OMA B4 NOT USED) includes landscape areas and paved areas. All the DMAs will drain to biofiltration BMP area then to the proposed on-site storm drain system that will convey storm water to an existing on-site Hydromodification water storage tank to an on/off-site storm drain system. DMAs B1 to B16 areas are not self-retaining or self-mitigating areas. These BMP are designed to accommodate the estimated DCV for each area. Harvesting the rain water is not feasible since the site landscape areas are small less than 30% of the site with mild slopes and also per Form 1-7. The site is a redevelopment site so the existing ground is compacted for industrial activity and soil type is "D" that has no recommended percolation based on the geotechnical report which makes it not feasible to utilize full or partial infiltration BMPs. Since the soil infiltration is negligible, all the Bio-filtration basins are designed as Lined. The design shown on the plan is unlined. The County Worksheet B.5-1, line 11 (gravel depth underdrain) will not allow a value less than 3 inches, as agreed with the City the design will be less than 3 inches. Page 24 of 99 Pages Including Appendices I Structural BMP Summary Information Structural BMP ID No. B1 DWG 489-7 A Sheet No. 13 Type of structural BMP: Biofiltration (BF-1) Purpose: Pollutant control Discussion: OMA B1 is 0.08 acres area that includes proposed landscape area and south iwest parking area that drains towards the street. OMA B1 will drain to a biofiltration BMP iarea then to a proposed Hydromodification storage tank to on-site storm drain system. Storm !drain system that will convey storm water to an existing on/off-site storm drain pipe. Per the County of San Diego's 85th Percentile lsopluvial Map, d= 0.68 in. Structure B 1: !Area = 3,446 sf Effective Tributary Area= 1,999 SF (Worksheet B.5-1) Proposed Biofiltration surface area = 88 sf. Ponding depth = 6 in Provided soil Media thickness= 36 in Provided gravel storage thickness= 6 in. the estimated void ratio is 40%. The required DCV = 113 cf, the provided estimated volume = 158 CF which exceeds 1.5 DCV option. Page 25 of 99 Pages Including Appendices Structural BMP Summary Information Structural BMP ID No. B2 DWG: 489-?A Sheet No. 11 Type of structural BMP: 8iofiltration (8F-1) Purpose: Pollutant control Discussion: DMA 82 is 0.32 acres area that includes landscape areas and west side of parking area. DMA 82 will drain to biofiltration BMP area then to a proposed Hydromodification storage tank to on-site storm drain system. Storm drain system that will convey storm water to an existing on/off-site storm drain pipe. Per the County of San Diego's 85th Percentile lsopluvial Map, d= 0.68 in. Structure 82: Area = 13,939 sf Effective Tributary Area= 8,782 sf (Worksheet B.5-1) Structure surface area= 338 sf. Ponding depth = 6 in Provided soil Media thickness = 36 in Provided gravel storage thickness= 6 in. the estimated void ratio is 40%. The required DCV = 498 cf, the provided estimated volume = 702 cf which exceeds 1.5 DCV option Page 26 of 99 Pages Including Appendices Structural BMP Summary Information Structural BMP ID No. B5 DWG: 489-?A Sheet No. 10 Type of structural BMP: Biofiltration (BF-1) Purpose: Pollutant control Discussion: OMA B5 is 0.05 acres area that includes landscape area and parking area. OMA B5 will drain to biofiltration BMP area then to a proposed Hydromodification storage tank to on- site storm drain system. Storm drain system that will convey storm water to an existing on/off- site storm drain pipe. Per the County of San Diego's 85th Percentile lsopluvial Map, d= 0.68 in. Structure B5: Area = 4,301 sf Effective Tributary Area= 2,107 sf (Worksheet B.5-1) Structure surface area= 161 sf. Ponding depth= 6 in Provided soil Media thickness = 36 in Provided gravel storage thickness= 6 in. the estimated void ratio is 40%. The required DCV = 119 cf, the provided estimated volume = 159 cf which exceeds 1.5 DCV option Page 27 of 99 Pages Including Appendices Structural BMP Summary Information Structural BMP ID No. 86 DWG: 489-7A Sheet No. 10 Type of structural BMP: Biofiltration (BF-1) Purpose: Pollutant control Discussion: OMA B6 is 0.26 acres area that includes landscape areas and parking area. OMA B6 will drain to biofiltration BMP area then to a proposed Hydromodification storage tank to on- site storm drain system. Storm drain system that will convey storm water to an existing on/off- site storm drain pipe. Per the County of San Diego's 85th Percentile lsopluvial Map, d= 0.68 in. Structure B6: Area = 11,264 sf Effective Tributary Area= 9,011 SF (Worksheet B.5-1) Structure surface area = 284 sf. Ponding depth = 6 in Provided soil Media thickness = 36 in Provided gravel storage thickness= 6 in. the estimated void ratio is 40%. The required DCV = 511 cf, the provided estimated volume= 728 cf which exceeds 1.5 DCV option Page 28 of 99 Pages Including Appendices Structural BMP Summary Information Structural BMP ID No. B7 DWG: 489-7A SheetNo.10 Type of structural BMP: Biofiltration (BF-1) Purpose: Pollutant control Discussion: OMA B7 is 0.12 acres area that includes landscape areas and parking area. OMA B7 will drain to biofiltration BMP area then to a proposed Hydromodification storage tank to on- site storm drain system. Storm drain system that will convey storm water to an existing on/off- site storm drain pipe. Per the County of San Diego's 85th Percentile lsopluvial Map, d= 0.68 in. Structure B7: Area= 5,419 sf Effective Tributary Area= 4,660 sf (Worksheet B.5-1) Structure surface area = 158 sf. Ponding depth= 6 in Provided soil Media thickness = 36 in Provided gravel storage thickness = 6 in. the estimated void ratio is 40%. The required DCV = 264 cf, the provided estimated volume = 377 cf which exceeds 1.5 DCV option Page 29 of 99 Pages Including Appendices Structural BMP Summary Information Structural BMP ID No. B8 DWG: 489-?A Sheet No. 10 Type of structural BMP: Biofiltration (BF-1) Purpose: Pollutant control Discussion: OMA 8 is 0.10 acres area that includes landscape areas and parking area. OMA B8 will drain to biofiltration BMP area then to a proposed Hydromodification storage tank to on- site storm drain system. Storm drain system that will convey storm water to an existing on/off- site storm drain pipe. Per the County of San Diego's 85th Percentile lsopluvial Map, d= 0.68 in. Structure B8: ~rea = 4,426 sf Effective Tributary Area= 3,851 sf (Worksheet B.5-1) Structure surface area = 168 sf. Ponding depth = 6 in Provided soil Media thickness = 36 in Provided gravel storage thickness= 6 in. the estimated void ratio is 40%. [The required DCV = 218 cf, the provided estimated volume = 305 cf which exceeds 1.5 DCV option Page 30 of 99 Pages Including Appendices Structural BMP Summary Information Structural BMP ID No. B9 DWG: 489-?A Sheet No.10 Type of structural BMP: Biofiltration (BF-1) Purpose: Pollutant control Discussion: OMA B9 is 0.09 acres area that includes landscape area and parking area. OMA 89 will drain to biofiltration BMP area then to a proposed Hydromodification storage tank to on- site storm drain system. Storm drain system that will convey storm water to an existing on/off- site storm drain pipe. Per the County of San Diego's 85th Percentile lsopluvial Map, d= 0.68 in. Structure B9: lArea = 4,050 sf Effective Tributary Area = 3,362 sf (Worksheet B.5-1) Structure surface area = 207 sf. Ponding depth= 6 in Provided soil Media thickness = 36 in Provided gravel storage thickness= 6 in. the estimated void ratio is 40%. rrhe required DCV = 190 cf, the provided estimated volume = 260 cf which exceeds 1.5 DCV option Page 31 of 99 Pages Including Appendices Structural BMP Summary Information Structural BMP ID No. B10 DWG: 489-7A Sheet No. 6 Type of structural BMP: Biofiltration (BF-1) Purpose: Pollutant control Discussion: OMA B10 is 0.05 acres area that includes landscape areas, retaining walls and east side of parking area. OMA B10 will drain to biofiltration BMP area then to a proposed Hydromodification storage tank to on-site storm drain system. Storm drain system that will convey storm water to an existing on/off-site storm drain pipe. Per the County of San Diego's 85th Percentile lsopluvial Map, d= 0.68 in. Structure B 10: Area= 2,246 sf Effective Tributary Area = 1,235 sf (Worksheet B.5-1) Structure surface area= 74 sf. Ponding depth = 6 in Provided soil Media thickness = 36 in Provided gravel storage thickness = 6 in. the estimated void ratio is 40%. The required DCV = 70 cf, the provided estimated volume = 96 cf which exceeds 1.5 DCV option Page 32 of 99 Pages Including Appendices Structural BMP Summary Information Structural BMP ID No. B11 DWG: 489-7A Sheet No. B10 Type of structural BMP: Biofiltration (BF-1) Purpose: Pollutant control Discussion: OMA 811 is 0.07 acres area that includes landscape areas east side of parking area. OMA B11 will drain to biofiltration BMP area then to a proposed Hydromodification storage tank to on-site storm drain system. Storm drain system that will convey storm water to an existing on/off-site storm drain pipe. Per the County of San Diego's 85th Percentile lsopluvial Map, d= 0.68 in. Structure B 11: Area = 2,903 sf Effective Tributary Area= 2,293 sf (Worksheet B.5-1) Structure surface area = 134 sf. Ponding depth = 6 in Provided soil Media thickness = 36 in Provided gravel storage thickness= 6 in. the estimated void ratio is 40%. The required DCV = 130 cf, the provided estimated volume= 180 CF which exceeds 1.5 DCV option Page 33 of 99 Pages Including Appendices Structural BMP Summary Information Structural BMP ID No. B12 DWG: 489-?A Sheet No. 10 Type of structural BMP: Biofiltration (BF-1) Purpose: Pollutant control Discussion: OMA B12 is 0.04 acres area that includes landscape areas, retaining walls and parking area. OMA B12 will drain to biofiltration BMP area then to a proposed Hydromodification storage tank to on-site storm drain system. Storm drain system that will convey storm water to an existing on/off-site storm drain pipe. Per the County of San Diego's 85th Percentile lsopluvial Map, d= 0.68 in. Structure 812: Area = 1,814 sf Effective Tributary Area= 1,234 sf (Worksheet B.5-1) Structure surface area = 7 4 sf. Ponding depth = 6 in Provided soil Media thickness = 36 in Provided gravel storage thickness= 6 in. the estimated void ratio is 40%. The required DCV = 70 cf, the provided estimated volume = 96 cf which exceeds 1.5 DCV option Page 34 of 99 Pages Including Appendices Structural BMP Summary Information Structural 8MP ID No. 813 DWG: 489-7A Sheet No. 5 Type of structural 8MP: 8iofiltration (8F-1) Purpose: Pollutant control Discussion: OMA 813 is 0.06 acres area that includes landscape areas, retaining walls and parking area. OMA 813 will drain to biofiltration 8MP area then to a proposed Hydromodification storage tank to on-site storm drain system. Storm drain system that will convey storm water to an existing on/off-site storm drain pipe. Per the County of San Diego's 85th Percentile lsopluvial Map, d= 0.68 in. Structure 813: Area = 2,440 sf Effective Tributary Area= 1,708 sf (Worksheet 8.5-1) Structure surface area= 74 sf. Ponding depth = 6 in Provided soil Media thickness = 36 in Provided gravel storage thickness= 6 in. the estimated void ratio is 40%. The required DCV = 97 cf, the provided estimated volume = 137 cf which exceeds 1.5 DCV option Page 35 of 99 Pages Including Appendices Structural BMP Summary Information Structural 8MP ID No. 814 DWG: 489-?A Sheet No. 5 Type of structural 8MP: 8iofiltration (8F-1) Purpose: Pollutant control Discussion: OMA 814 is 0.03 acres area that includes landscape areas, retaining walls and parking area. OMA 814 will drain to biofiltration 8MP area then to a proposed Hydromodification storage tank to on-site storm drain system. Storm drain system that will convey storm water to an existing on/off-site storm drain pipe. Per the County of San Diego's 85th Percentile lsopluvial Map, d= 0.68 in. Structure 814: Area = 1,396 sf Effective Tributary Area= 921 sf (Worksheet B.5-1) Structure surface area= 74 sf. Ponding depth = 6 in Provided soil Media thickness = 36 in Provided gravel storage thickness= 6 in. the estimated void ratio is 40%. The required DCV = 52 cf, the provided estimated volume = 69 cf which exceeds 1.5 DCV option Page 36 of 99 Pages Including Appendices Structural BMP Summary Information Structural BMP ID No. 815 DWG: 489-7A Sheet No. 5 Type of structural BMP: Biofiltration (BF-1} Purpose: Pollutant control Discussion: OMA B15 is 0.03 acres area that includes landscape areas, retaining walls and parking area. OMA B15 will drain to biofiltration BMP area then to a proposed Hydromodification storage tank to on-site storm drain system. Storm drain system that will t:onvey storm water to an existing on/off-site storm drain pipe. Per the County of San Diego's 85th Percentile lsopluvial Map, d= 0.68 in. Structure B 15: !Area = 1, 125 sf Effective Tributary Area = 720 sf (Worksheet B.5-1) Structure surface area= 161 sf. Ponding depth = 6 in Provided soil Media thickness = 36 in Provided gravel storage thickness= 6 in. the estimated void ratio is 40%. The required DCV = 41 cf, the provided estimated volume = 41 cf which exceeds 1.5 DCV option. Page 37 of 99 Pages Including Appendices Structural BMP Summary Information Structural 8MP ID No. 816 DWG: 489-7A Sheet No. 10 Type of structural 8MP: 8iofiltration (8F-1) Purpose: Pollutant control Discussion: OMA 816 is 2.64 acres area that includes landscape areas, retaining walls and west side of parking area. OMA 816 will drain to biofiltration 8MP area then to a proposed Hydromodification storage tank to on-site storm drain system. Storm drain system that will convey storm water to an existing on/off-site storm drain pipe. Per the County of San Diego's 85th Percentile lsopluvial Map, d::: 0.68 in. Structure B 16: Area::: 114,830 sf Effective Tributary Area::: 97,606 sf (Worksheet B.5-1) Structure surface area == 3,767 sf. Ponding depth ::: 6 in Provided soil Media thickness ::: 36 in Provided gravel storage thickness::: 6 in. the estimated void ratio is 40%. The required DCV == 5,531 cf, the provided estimated volume::: 7,799 cf which exceeds 1.5 DCV option Page 38 of 99 Pages Including Appendices Structural BMP Summary Information Structural BMP ID No. Storaae Tank DWG: 489-?A Sheet No. 13 14 and 15 Type of structural BMP: Storage tanks Purpose: Hydromodification. Discussion: The storage tank size is estimated by using SOHM software to do mitigated routing that will determine the required storage volume, outlet size of the tank, and the depth of water in the tank. The tributary area to the storage tank includes landscape areas, retaining walls and all of the parking area. DMAs 1 through 16 will drain to 16 biofiltration areas then to a proposed Hydromodification storage tank to on-site storm drain system. Storm drain system that will convey storm water to an existing on/off-site storm drain pipe. Tributary Area = 4.09 acres Pervious area= 0.62 acres Impervious area= 3.47 acres he site is flat rrhe proposed tank 5 feet diameter Circular. Riser height= 4', and diameter= 30", Notch width= 0.74 ft, notch height= 0.979 ft Outlet orifice 1: diameter is 1.5 in at an elevation of O ft. Outlet orifice 2: diameter is 0.08 in at an elevation of 0.2 ft. !The Length of the tank = 1175 ft !There is no infiltration in the soil from the tank !The tank storage volume at 4 ft= 0.454 ac-ft In order to facilitate maintenance a Wier Structure is used outside the tank instead of a 30" diameter riser inside the tank. The overflow weirs are rounded edge horizontal weirs with the same developed length as the 30" diameter "glory hole" weir computed using the San Diego Hydrologic Method software and will hydraulically function the same as the 30" diameter riser. Page 39 of 99 Pages Including Appendices ATTACHMENT 1 Page 40 of 99 Pages Including Appendices BACKUP FOR PDP POLLUTANT CONTROL BMPS This is the cover sheet for Attachment 1. Check which Items are Included behind this cover sheet: Attachment Contents SeQuence Attachment 1 a OMA Exhibit (Required) See OMA Exhibit Checklist on the back of this Attachment cover sheet. (24"x36" Exhibit typically required) 909 Attachment Tabular Summary of DMAs Showing 1 b OMA ID matching OMA Exhibit, OMA Area, and OMA Type (Required)* *Provide table in this Attachment OR on OMA Exhibit in Attachment 1 a Attachment 1 c Form 1-7, Harvest and Use Feasibility Screening Checklist (Required unless the entire project will use infiltration BMPs) Refer to Appendix 8.3-1 of the BMP Design Manual to complete Form 1-7. Attachment 1 d Form 1-8, Categorization of Infiltration Feasibility Condition (Required unless the project will use harvest and use BMPs) Refer to Appendices C and D of the BMP Design Manual to complete Form 1-8. Attachment 1 e Pollutant Control BMP Design Worksheets/ Calculations (Required) Refer to Appendices B and E of the BMP Design Manual for structural pollutant control BMP design guidelines Checklist Included Included on OMA Exhibit in Attachment 1 a Included as Attachment 1b, separate from OMA Exhibit included because the entire project will use infiltration BMPs Included Included Page 41 of 99 Pages Including Appendices 5 30 15 0 I..__~ 30 I SCALE: 1" = 30' ------ 60 I I l ! @] LEGEN D DESCRIPTIO N EXISTING STORMDRAIN PVC SUBDRAIN (4" DIAMETER) 6" CURB PER G-1 6" CURB & GUTTER PER G-2 4" AC PA VJNG 12" AGGREGA T£ BASE 4" AC PA VJNG 5" AGGREGATE BASE BIO -FIL TRA T/ON AREA DIRECTION OF FLOW HYDROMODIFICA TION TANK DISTURBANCE AREA DRIANAGE MANAGEMENT AREA (DMA) LANDSCAPE AREA --------- SYMBOL -----SD----- --- t I ~ 1~{:ftl --- 1·····1 . -. . . . . . . . HYDROLOGIC SOIL GROUNDWATER DEEPER GROUP (D) THAN SIZING CRITERIA ALL DMAS DES IGNED FOR1 .5 DVC VOLUME DMA B1 B2 B3 B4 B5 B6 87 B8 89 B10 B 11 B12 B13 ~ B14 B15 B16 TOTAL .__,,.,,. 5909 31 FEET SHEET SHEE T 1 OF 1 SHEETS CUP 2017 -0004 SUP 2017-0001 AREA TABLE AREA (AC) TYPE 0.08 DRAIN TO BMP 0.32 DRAIN TO 8MP 18~1 " 0. 1 5 DRAIN TO SWALE/TAN~ NOT USED 0.05 0.26 0.12 0. 1 0.09 0.05 0.07 0.04 0.06 0.03 0.03 2.64 4.09 \ I I I I I .. I I. DRAIN DRAIN DRAIN DRAIN DRAIN DRAIN DRAIN DRAIN DRAIN DRAIN DRAIN DRAIN TO 8MP TO BMP TO BMP TO BMP TO 8MP TO BMP TO BMP TO BMP TO BMP TO BMP TO BMP TO BMP Howesweller , ,,,---&Associates -~-- ./ LAND US E PLANNING AND ENGINEERIN!i '-........_..__ T~L 760.929.22~ Fax. 760,9Z:l.22S7 Errr'1i!. irfo@hwJ;1ianrung.ccm 2:SSS LOKER AVENUE EAST SUITE 2~7, CARLSBAD, CA9ZC10 \.',.W,\'.hl'\Jpl;inntnq,com I 85 I I Bf I BS I I 1 ~ 1 ~ I I 1 2 I I 13 I 14 I 15 I 16 I SEA OTTER RETAINING SEA OTTER PLACE WALL CARLSBAD, CA DMA EXHIBIT ATTACHMENT 1 o 92010 2 PROJECT NO. PD15-04 I I I Appendix I: Forms and Checklists 1. Is there a demand for harvested water (check all that apply) at the project site that is reliably present during the wet season? D Toiler and urinal flushing D Landscape irrigation 0 Other:. _____ _ 2. If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours. Guidance for planning levd demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section B.3.2. NI A 77-1£ "8UiL01AJ~ ef.lSTttJC:1 IT IS A-PA-fkirJc-, lcT [)(3.V€lDPJv1~T MC/';,T oF LA1JDSCAPG /+f2£A$ A-e.E -r / 3. Calculate the DCV using worksheet B.2-1. DCV = 1-:B? 3 (cubic feet) 3a. Is the 36 hour demand greater than or equal to the DCV? □ Yes / /(No c:) .0. Harvest and use appears to be feasible. Conduct more detailed evaluation and sizing calculations to confirm that DCV can be used at an ade9uate rate to meet drawdown criteria. 3b. Is the 36 hour demand greater than 0.25DCV but less than the full DCV? I Ji( No c:::> □ Yes .(J. Harvest and use may be feasible. Conduct more detailed evaluation and sizing calculations to determine feasibility. Harvest and use may only be able to be used for a portion of the site, or (optionally) the storage may need to be upsizcd to meet long term capture targets while draining in longer than 36 hours. Is harvest and use feasible based on further evaluation? D Yes, refer to Appendix E to select and size harvest and use BMPs. No, select alternate BMPs. 1-2 3c. Is the 36 hour demand less than 0.25DCV? J(. Yes l Harvest and use is considered to be infeasible. February 2016 Page 43 of 99 Pages Including Appendices Appendix I: Forms and Checklists ' Cat~gorization of Infiltration F~a~ihility Form 1-8 -1 Condition Part 1 -Full Infiltration Feasibility Screening Criteria Would infiltration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated? Criteria Screening Question Is the estimated reliable infiltration rate below proposed facility locations greater than 0.5 inches per hour? The response ro rhis Scrr:cning Question shall be basr:d on a comprchr:nsi\·c evaluation of rhe factors prcscnrcd in .\ppcndix C.2 and .\ppcndix D. Provide basis: Yes No X The infiltration test results below the proposed facility locations ranged from 0.060 to 0.091 inches per hour with a minimum factor of safety of 2 applied. Simple open pit testing was perfonned at 2 locations on the site in accordance with Appendix D of the City of Carlsbad BMP design manual. In addition, a comprehensive evaluation of the site was conducted in accordance with Appendix C.2. Please refer to our "Update Report of Limited Geotechnical Investigation" for details of the comprehensive evaluation and investigation conducted, simple open pit test rates and simple open pit rate to infiltration rate calculations and maps representative of the study. Summarize findings of studies; pro\'i<lc n.:fererm: ro sru<lies, calculations, maps, <lam sources, etc. Prm·idc narratin: discussion of srudy/ data sourcc applicabiLirr. 2 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response ro rhis Screening Question shall be based on a comprehcnsi\'c cYaluarjon of the factors presented in .\ppL"ndix C.2. Prc)\·idc basis: X The infiltration test results below the proposed facility locations ranged from 0.060 to 0.090 inches per hour \\·ith a minimum factor of safety of 2 applied. Based on the infiltration test rate findings, reliable rates greater than 0.5 inches per hour were not encountered. Therefore, a narrative discussion of the associated geotechnical hazards that cannot be mitigated to an acceptable level is not acceptable. Summarize findings of studies; prmidc reference to studies, calculations, maps, Jara sources. ctr. Prm·i<le narrati\-c discussion of study/ data source applicability. 1-3 February 2016 Page 44 of 99 Pages Including Appendices Appendix I: Fom1s and Checklists •• Form 1~8 Pag~ i of 4 Criteri a Screening Question Yes No 3 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, storm water pollutants or other factors) that cannot be mitigated to an acceptable level? The response ro this Screening (~uesrion shall be based on a compn:hcnsi\'e evaluation of the factors presented in . \ppemlix C.3. Prm·idc basis: X The infiltration test results below the proposed facility locations ranged from 0.060 to 0.090 inches per hour with a minimum factor of safety of2 applied. Based on the infiltration test rate findings, reliable rates greater than 0.5 inches per hour were not encountered. Therefore. a narrative discussion of the associated geoteclmical hazards that cannot be mitigated to an acceptable level is not acceptable. Summarize findings of studies; proYide reference ro studies, calculations, maps, data sources, etc. ProYidc narrati,·e discussion of study/ data source applicability. 4 Can infiltration greater than 0.5 inches per hour be allowed without causing potential water balance issues suc h as change of seasonality of ephemeral streams or increased discharge of contaminated groundwater to surface waters? The response rn this Screening Question shall be based on a comprehcnsi,·e enluation of the factors presented in .\ppendix C.3. Provide basis: X The infiltration test results below the proposed facility locations ranged from 0.060 to 0.090 inches per hour with a minimum factor of safety of2 applied. Based on the infiltration test rate findings, reliable rates greater than 0.5 inches per hour were not encountered. Therefore, a discussion of the impacts of infiltration rates greater than 0.5 inches per hour would not apply since the 0.5 inches per hour threshold cannot be reached . Summarize findings of studies; proYiJc reference to studies, calculations, maps. Jara sources. ere. Pr"\·ide narrati\·e discussion of stud)·/dara source applicabiliry. Part 1 Result * If alJ answers to rows I -4 arc "Yes·· a full infiltration design is porcnrially feasible. The feasibility screening category is Full Infiltration If any answer from row 1-4 is "No"', inftlrrarion mar be possible tn some cxrcnr bur woulJ nor generally be feasible or desirable tu achic\'C a "full infiltration'' design. Proceed to Part 2 A 11 answers to questions I -4 are NO -~ro be cotnplen:d using gathered site 1nformaoon and bcsr profc~~1onal 1udgrncnr con~1denng rh<.: dcfin1t1on o f J\1 l~P 111 rhe 1'1S-l Pennit. . \dditional testing and/ or sruJies may be required by the City ro substantiate fmdings. 1-4 Februarv 2016 Page 45 of 99 Pages Including Appendices Appendix I: Forms and Checklists ,. ---~ --;---............ ---I!. --. --~ F~~ ~-8 Pag~ 3 of 4 Part 2 -Partial Infiltration vs. No Infiltration Feasibilit_y Screening Criteria Would infiltration of water in any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated? Criteria 5 Screening Question Do soil and geologic conditions allow for infiltration in any appreciable rate or volume? The response to this Screening Question shall be based on a comprehensive eya]uation of the factors presented in .\ppenclix C.2 and .\ppendix D. PrO\;de basis: Yes No X The infiltration test results below the proposed facility locations ranged from 0.060 to 0.090 inches per hour with a minimum factor of safety of 2 applied. Based on the infiltration test rate findings and limited geotechnical investigation of the site, it is our opinion that the soil and geologic conditions do not allow for appreciable infiltration rates. Please refer to our "Update Report of Limited Geotechnical Investigation" for details of the comprehensive evaluation and investigation conducted, simple open pit test rates and simple open pit rate to infiltration rate calculations and maps representative of the study. Summari;,:e findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of stud~-/data source applicability and why it was not feasible to mitih.-ate low infiltration rates. 6 Can lnfiltradon in any appreciable quantity be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level:. The response to rhis Screening Question shall be based on a comprehensin: e,·aluation of the factors presented in . \ppcndix C.2. ProYidc basis: X In our opinion. long term partial infiltration at the site will result in potential geotechnical hazards and damage to pavement and structures due to expansive soil. However this concern can be reasonably mitigated to an acceptable le\"el if the recommendations in our "Update Report of Limited Geotechnical Investigation" arc incorporated with a bio-filtration basin design that mimics traditional biofiltration basin as follows: the sidewalls of the proposed basins are to be lined with impermeable liner and perforated pipe and open graded gravel wrapped in a pem1eable geofabric, such as Mirifi 140 N be installed at the bottom of the gravel layer to quickly drain the bio-filtration trenches and that the basins be located at least 5 feet away from any proposed retaining wall, utility trench or structures. Please refer to our ·'Update Report of Limited Geotechnical Investigation" for details of the comprehensive evaluation and investigation conducted, simple open pit test rates and simple open pit rate to infiltration rate calculations and maps representative of the study. Summarize findings of srudics; prO\·idc reference to srudics, calculations, maps, data sources, etc. Prm·idc narratin: discussion of study/data source applicability and whr ir was not feasible to mitigate low infiltration rates. 1-5 February 2016 Page 46 of 99 Pages Including Appendices Criteria 7 Appendix I: Forms and Checklists creening Question Can Infiltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water pollutants or other factors)? The response to this Screening Question shall be based on a comprehcnsin· e\·aluacion of the facrors presented in .\ppcndix C.3. Yes No X Provide basis: In our opinion, any long term partial infiltration. mitigated by lining the bio-filtration trenches with an impem1eable geofabric , installing perforated pipe and open graded gravel wrapped in a pem1eable geofabric, such as Mirifi I 40 N to quickly drain the bio-filtration trenches and locating the basins be at least 5 feet away from any proposed retaining wall, utility trench or structures will not result in a significant risk for groundwater related concerns. Please refer to our "Update Report of Limited Geotechnical Investigation" for details of the comprehensive evaluation and investigation conducted, simple open pit te~t rates and simple open pit rate to infiltration rate calculations and maps representative of the study. 8 Can infiltration be allowed without violating downstream water rights:' The response ro this Screening Question shall be: based on a comprchensin: e\'aluation of the factors presented in .\ppc:ndix C.3. X Prm·ide basis: Not applicable, no streams cross the project area. Summarize findings of studies; provide reference ro snidies, calculatinns, maps, data sources, ere. Prn\'ide narrariH· discussion of snidy/data rnurce applicability and why it was not feasible: ro mitigate low infilrrarion rares. Part 2 Result* If all answers from row 5-8 arc ,·cs then partial infiltration Jesi!,'11 is potcntiall\' fca,iblc:. The fcasibilitl' screl:ning category is Partial Infiltration. lf any answer from row 5-8 is no, then infiltration of am· \'olume is considered to be infeasible "·irhin the drainage an:a. The fcasibilin-scn:eningcategory is No Infiltration. NO INflL TRA TION 'To be complcrc-d using gathered sire information and best professional judgmcnr considering the definition ot i\l[JJ in the \IS-l-Permit .. \dditional testing and/ or srudies rn:ix bc required b,· the ( :icy to subsrantiare findings. 1-6 February 2016 Page 47 of 99 Pages Including Appendices 81 J:\ -I I l.\'T•i l 1(,'0 l(!l ~ 11,:nJO\I) I /.·ftiOO\ SITE 0.68 IN R t1'1Ql ITOS I. l(..(J(} \' EXHIBIT 'D' 85TH PERCE~ TILE 2l HR STORM S:\Howes Weiler & Associates\Clients\REGENT\ENGINE~bNG\Q6£JGN~2017 -2 3 4 Standard I Drainage Basin I 5 6 Inputs I 7 8 9 I I I I I I I 10 11 12 13 14 15 D. . I 1spcrs1on I 16 17 Arca, Tree Well I & Rain Barrel I Inputs 18 (Optional) I 19 20 I I I I I 21 22 23 Treatment I Train Inputs & I Calculations I 14 ,,-_:) 26 27 28 I I 29 Initial Runoff I Factor I 30 Calculation I 31 Dispersion Arca Adjustments I I 32 33 34 35 36 37 I I I I I 38 Tree & Barrel I Adjustments I 39 40 Results I I I 41 42 43 44 - Automated Worksheet B .1-1: Calculation of Desi Ba,in Drains to the Following B\[P Type Biofi_ltrarion Bio filtration Bio filtration !!!!!!!!!!!!! 85th Percentile 24-hr Storm Depth 0.68 0.68 U.68 Design Infiltration Rate Recommended by Gcorechnical Engineer 0.000 0.000 0.000 Impervious Surfaces Nm Directed ro Dispersion .\rca (C=0.90) 2,054 9.190 2,090 Scmi-Pen-ious Surfaces 1 or Ser.·ing as Disper,ion .·\rea (C=0.30) r ,ngineered Pen-ious Surfaces Not Sen-ing as Dispersion . \ rca (C=0. I 0) 1,392 4,749 2,211 Natural T,·pc :\ Soil Nor Serving as Dispersion . \rea (C=0.10) 0 Narum! Tvpe B Soil Nor Ser.-ing as Dispersion .\rca (C=0.14) ■ Narural Type C Soil Not Scr.-ing as Dispersion _\rea (C=0.23) '.\Jatural T,·pe D Soil Nor Ser.-ing as Dispersion .-\rea (C=0.30) Does Triburan· Incorporate Dispersion, Tree \'Cells, and/ or Rain Barrels~ No No No Impervious Surfaces Directed to Dispersion Area per SD-B (Ci=0.90) Sem1-Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.30) Engineered Per.·ious Surfaces Serving as Dispersion Area per SD-B (Ci=0.10) Narural Ti-pc_\ Soil Serving as Dispersion Area per SD-B (C:i=0. l 0) \!arural T1·pe B Soil Serving as Dispersion Area per SD-B (Ci=0.1-+) J\arural T1·pe C Soil Serving as Dispersion Area per SD-B (Ci=0.23) 1\atural T,-pe D Soil Serving as Dispersion Area per SD-B (Ci=0.30) Number of Tree \,.ells Proposed per SD-.\ .\1·eragc :\larure Tree Canopy Diameter :--Jumbn of Rain 13arrcls Proposed per SD-E . \ 1·erage Rain Barrel Size Docs Bi\lP Onrflow to Stormwatcr Features in Downstream Drainage~ No No No ldentifr Downstream Drainage Basin Prm-iding Treatment in Series Percent of Upstream Flows Directed to Downsrrcam Dispersion ,\rcas L'pstream Impervious Surfaces Directed to Dispersion .\rea (Ci=0.90) 0 0 0 L"pstream lmpen-ious Surfaces Nor Directed to Dispersion .:\rea (C=0.90) 0 0 0 Tomi Tributary .\rea 3,446 13,939 4,30 1 lnirial Runoff f'acror for Standard Drainage .\reas 0.58 0.63 0.49 Initial Runoff Factor for Dispersed & Dispersion . \reas 0.00 0.00 0.00 Initial \'\'cighrcd Runoff Facror 0.58 0.63 0.49 Initial Design Caprurc \"olume 113 498 119 Total ltnper.-ious .\rea Dispersed co Pen·ious Surface 0 0 0 Total Pcrvious Dispersion ,\rca 0 0 0 Ratio oi Dispersed Impervious .\rca to Pcn·ious Dispersion .\rca n/a n/a n/a .-\djusrment Factor for Dispersed & Dispersion i\reas 1.00 1.00 l.00 Runoff Factor .\fter Dispersion Techniques 0.58 0.63 0.49 Design Capture Volume .\ftcr Dispersion Techniques 113 498 119 Total Tree \\/ell \'olumc Reduction 0 0 0 Tomi Rain Barrel Volume Reduction 0 0 0 Final ,\djusred Runoff Factor 0.58 0.63 0.49 final Effecci,·e Tribman· _\rea 1,999 8,782 2,107 Initial Design Capture \-olume Retained by Site Design Elements 0 0 0 Final Design Caprurc \'olumt: Tributary to Bi\lP 113 498 119 BiofiJtntion Bio filtration Bio filtration Biotiltration 0.68 0.68 0.68 0.68 0.000 0.000 0.000 0.000 9,840 5,1 78 4,258 3,675 1,424 24l 168 375 .... No No No No No No No No 0 0 0 0 0 0 0 0 11,264 5,419 4,426 4,050 0.80 0.86 0.87 0.83 0.00 0.00 0.00 0.00 0.80 0.86 0.87 0.83 511 264 218 190 0 0 0 0 0 0 0 0 n/a n/a n/a n/a LOU 1.00 1.00 l.00 0.80 0.86 0.87 0.83 51 I 264 218 190 0 0 () 0 0 0 0 0 0.80 0.86 0.87 0.83 9,0 1 I 4,660 3,851 3,362 0 0 0 0 511 264 218 190 Bio filtration 0.68 0.000 1,257 989 No No 0 0 2,246 0.55 O.OU 0.55 70 IJ 0 n/a 1.00 0.55 70 () 0 0.55 1,235 u 70 Biofiltration 0.68 0.000 2,504 399 No No 0 0 2,903 0.79 o.uo 0.79 130 0 0 n/a 1.00 0.79 130 0 0 0.79 2,293 0 130 Bio filtration 0.68 0.000 1,314 500 No No 0 0 1,814 0.68 0.00 0.68 70 0 0 n/a 1.00 0.68 70 0 0 0.68 1,234 0 70 unitlcss inches in /hr sq-fr sq-ft sq-ft sq-fr sq-ft sq-ft sq-ft yes/no sq-fr sq-ft Slj-fr Sl[-ft SlJ-ft sq-fr sq-ft # ft # gal unitlcss unitless --percent cubic-feet -cubic-fret sq-ft unirlcss unitless -unitlcss -cubic-feet sq-fr sq-fr ranu ratio unitless cubic-feet -■ cubic-feet cubic-feet -uniclcss sq-fr cubic-fee1 cubic-feet Page 49 of 99 Pages Including Appendices Catego~ # -■ I Standard I Drainage Basin 11 Inputs I I I I I 2 3 4 5 6 7 8 9 10 11 12 13 • I . • Description Dramage Ba,m ID or Name Basin Drains to the Following 13\11' Type Biofiltration 85th Pcrcentik 24-hr Stom1 Depth 0.68 Design Infiltration Rate Reconuncndcd bv Geotechnical Engineer O.()(lfl Tmpcn-ious Surfaces '-.:or Directed to Dispersion .\rea (C=0.90) 1,816 Scmi-PerYious Surfaces '.Jot Serving as Dispersion \rea (C=0.30) Engineered Pcn;ous Surfaces Not Scn-ing as Dispersion .\rea (C=0.10) 624 Natural T~ve . \ Soil Not Seffing as Dispersion . \rea (C=il.1 il) Natural T,vc B Soil Nor Sen-ing as Dispersion .\rea (C=0.14) ~arural T)1)C C Soil Not Sen·ing as Di,pcrsion \rca (C=IJ.23) >latural T,ve D Soil Not Scffing as Dispersion .\rca (C=0.30) Docs Triburary Incorporate Dispersion, Tree \'\'ells, and/or Rain Barrels;. lmpcffious Surfaces Directed to Dispersion Area per SD-13 (Ci=0.90) Sem.i-Pm·ious Surfaces Serving as Dispersion Area per SD-B (Ci=IJ.30) Dispersion Arca, Tree Well & Rain Barrel Inputs (Optional) 14 Engineered Pen-ious Surfaces Serving as Dispersion Area per SD-B (Ci=O. I 0) 15 16 17 18 19 .. ---Treatment - Train Inputs & Iii Calculations E'I --Initial Runoff Bl Factor - Calculation ----Dispersion 1111 Area Adjustments = -Tree & Barrel - Adjustments ---1111 Results 1111 Worksheet 8 .1-1 General Notes: );a rural T,·pe .\ Soil Serving as Dispersion Area per SD-13 (Ci=0.10) :\atural T,ve B Soil Serving as Dispersion Area per SD-B (C:i=0.14) l\:arural T,vc C Soil Serving as Dispersion Area per SD-B (Ci=ll.23) Natural T,·pc D Soil Serving as Dispersion Area per SD-13 (Ci=U.30) 1'-umbcr of Tree Wells Proposed per SD-.\ .heragc .\lature Tree Canopy Diameter :\umber of Rain Barrels Proposed per SD-E .\,·eragc Rain Barrel Size Does B\IP 0,Trflow to Smrm,vatcr fean,res in Downstream Drainage~ No ldentifr Downstream Drninagc lbsin Prn,·iding TrcatmC'nr in Sc-rics Percent of lpstream flows Directed to Downstream Dispersion .\rcas Cpstream lrnpel"\"ious Surfaces Directed to Dispersion .\rea (Ci=0.90) () lpstrcam lmpcl"\"ious Surfaces ~ot Dirt'cted ro Dispersion .\rea (C=U.90) (I Total Triburan-.\rea 2,440 Initial Runoff factor for Standard Drainage . \reas 0.70 Initial Runoff factor for Dispersed & Dispersion . \reas 0.00 lninal \X'eightcd Runoff Factor n 70 Initial Design Capture \"olume 97 Total lmpeffious .\rca Dispersed to Pen-ious Surface 0 Total Pen·ious Dispersion __-\rca 0 Ratio of Dispersed lmpen·ious .\rea to Pcn-ious Dispersion .\rca n/a . \djusnncnt Factor for Dispersed & Dispersion .\reas 1.00 Runoff !·actor . \tter Dispersion Technic1ues 11.70 Design Capture \"olumc a\fter Dispersion Techniques 97 Total Tree \X"ell \'olume Reduction I) Total Rain Barrel \'olume Reduction I) Final .\djustcd Runoff Factor 0.7U Final Effecti,·e Tributan-. \rea 1.708 Initial Design Capture \'olume Retained by Site Design Elements () final Design Capture \'olume Tributaff to B\IP 97 ii Bio filtration 0.68 o.ouu 983 413 .. --No No (I II 1,396 0.66 0.00 IJ.66 52 () 0 n/a 1.00 U.66 52 0 () 0.66 921 () 51 I - Ill II' I' ti 1·ii riii ix _y Unils Biofiltration Bio filtration unitl('s5 !!. U.68 0.68 I inches 0.000 0.000 I in/hr 765 107,269 I sq-ft I sq-ft 360 7,561 I sq-fr sq-ft sq-ft sq-ft sq-fr No No ,·es/no sq-ft sq-ft sq-ft sq-fr sq-ft sq-fr sci-ft # ft # gal No No :So No No No >lo No unitlcss unitless percent 0 (J () 0 0 0 0 0 cubic-feet 0 n 0 lJ () 0 () 0 cubic-feet 1,125 114.8311 0 0 IJ () 0 () sq-ft 0.64 0.85 0.00 0.00 0.00 0.00 0.00 0.00 unitless 0.00 ()_()() 0.00 ()_()() 0.00 000 0.00 0.00 unitlcss 0.64 0.85 U.00 0.00 IJ.00 0.00 000 0.0() unitless -11 5,531 0 0 0 0 0 0 cubic-feet () 0 0 0 0 () (l 0 sq-ft 0 l) 0 0 () 0 0 0 sq-ft n/a n/a n/a n/a n/a n/a n/a n/:i rnno 1.00 1.00 1.00 1.00 1.00 1.00 1.l)() 1.00 ratio IJ.6-1 0.85 n/a n/a n/a n/a n/a n/a unitlcss 41 .5,531 0 0 0 0 0 0 cubic-fecr 0 0 0 0 (I 0 () 0 cubic-feet 0 0 0 0 0 () 0 0 cubic-feet 0.6-1 IJ.85 0.110 11.00 o.on 0.00 o.ou 0.00 unitkss 720 97,606 () (J n 0 0 0 sci-ft () () () (I () 0 () 0 cubic-feet 41 5,531 IJ 0 0 0 0 0 cubic-feet .\ .. \pplicants ma,· use th.is worksheet ro calculate design capture ,·olumes for up to llJ drainage areas L. ser input must be proYided for rellow shaded cells, ,·alucs for all other cells will be automatically generated, errors/ notifications will be highlighted in red and sununarized below. L'pon completion of this \\·orksheet, proceed to the appropriatc B\[P Sizing worksheet(s). Page 50 of 99 Pages Including Appendices Category BMP Inputs Retention Calculations Biofiltration Calculations # .. 1111 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 ...,, _ _) 24 ...,-_j 26 27 28 29 30 31 32 33 34 35 36 . . Description Drainage Basm ID or l\ame Design I nfilrrarion Rare Recommended 61· Gcorcchnical Engirn.:er Effecrin: TribucarY . \rea ~linimum Biofiltrarion Footprint Sizing Factor Design Caprurc \'olume Tribucary to B,\[P Is Biofiltration Basin lmpcrmeabll' Lined or Unlined;.. Provided Biofiltracion BMP Surface .\rea Prm·ided Surface Ponding Depth PrO\·ided Soil l\lcdia Thickness Provided Depth of Gravel ,\bow: L'nderdrain lm'Crt Diameter of L1nderdrain or Hnlromod Orifice (Sek:c t Smallest) Provided Depth of Gravel Below the L"ndcrclrain \'olumc Infiltrated Over 6 Hour Storm Soil :\lcdia Pore Space . \ rnilablc for Retention Gravel Pore Space .\vailablc for Rcccnrion Efkcrive Retenrion Depth Calculated Retenrion Storage Drawdown Oncluding 6 Hr Storm) \'olume Retained by Bl\IP 1 :racrion of DC\' Retained Portion of Retention Performance Standard Satisfied Fraction of DC\' Retained (normalized w 36-hr drnwdown) Design Capture \'olume Remaining for Biofiltration :\lax Hl"dromod Flow Rate through Lnderdrain :\lax Soil hltracion Rate .\llowcd 61· Lndcrdrain Orifice Soil ;\ledia Filtration Rare per Specifications Soil :\[edia Filtration Rate to be used for Sizing Depth Biofiltcred (h'Cr 6 Hour Scorm Soil :\ledia Pore Space .-\vailable for Biofiltrarion Fffecrive Depth of Biofiltration Storage Drawdown Time for Surface Ponding Drawdown Time for Effecri\·e Biofiltration Depth Tora] Depth Biofiltcrcd Option 1 -Biofilrer 1.50 DC\': Target \'olume Oprion l -Pro\·idccl Biofilrrarion \' olume Option 2 -Store 0.75 DC\': Target \'olumc Option 2 -PrO\·ided Storage Volume Portion of Biofiltration Performance Scandard Satisfied 37 Do Site Design Elements and BMPs Satisfy .\nnual Retention Requirements:, 38 On::rall Portion of Performance Standard Satisfied 39 This B:\lP OYerfl0\1·s to the Following Drainage Basin Result 40 Deficit of Effectively Treated Stomnvater Worksheet B.5-1 General Notes: . • i . • 1,999 0.030 113 Lined 88 6 36 6 6.00 3 0 0.05 0.00 1.80 120 13 0.12 0.14 0.07 105 1.8308 898.75 5.00 5.00 30.00 0.20 15.60 I 3 45.60 158 158 79 79 1.00 Yes 1.00 0 Lined or Unlined Biofiltration BMPs (V1.3) II iii ll' ,. . . • • 0.000 0.000 8,782 2,107 9,011 4,660 3,851 0.030 0.030 0.030 0.030 0.030 498 119 51 1 264 218 Lined Lined Lined Lined Lined 338 161 284 158 168 6 6 6 6 6 36 36 36 36 36 6 6 6 6 6 6.00 6.00 6.00 6.00 6.00 3 3 3 3 3 0 0 0 0 0 0.05 0.05 0.05 0.05 0.05 0.00 0.00 0.00 0.00 0.00 1.80 1.80 1.80 1.80 1.80 120 120 120 120 120 51 24 43 24 r _:) 0. 10 0.20 0.08 0.09 0.12 0.12 0.22 0.10 0.11 0.14 0.06 0.1 1 0.05 0.05 om 468 106 485 251 203 1.8308 1.8308 1.8308 1.8308 1.8308 234.00 491.24 278.49 500.57 470.78 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 30.00 30.00 30.00 30.00 30.00 0.20 0.20 0.20 0.20 0.20 15.60 15.60 15.60 15.60 15.60 1 l 1 l I 3 3 3 3 3 45.60 45.60 45.60 45.60 45.60 702 159 728 377 305 702 159 728 377 305 351 80 364 188 152 351 80 364 188 152 1.00 1.00 1.00 1.00 1.00 Yes Yes Yes Yes Yes 1.00 1.00 1.00 1.00 1.00 0 0 0 0 0 0.000 in/hr 3,362 1,235 2,293 1,234 sq-fr 0.030 0.030 0.030 0.030 ratio 190 70 130 70 cubic-feet I .ined Lined I.ined J_ined unitk:ss 207 74 134 74 sq-fr 6 6 6 6 inches 36 36 36 36 inches 6 6 6 12 inches 6.00 6.00 6.00 6.00 inches 3 3 3 3 inches 0 0 () 0 cubic-feet 0.05 0.05 0.05 0.05 unitlcss 0.00 0.00 0.00 0.00 unirlcss 1.80 1.80 1.80 1.80 inches 120 120 120 120 homs 31 11 20 11 cubic-fee t 0.16 0.16 0.15 0. 16 rario 0.18 0.18 0.17 0.18 rano 0.09 0.09 0.08 0.09 ra rio 173 64 120 64 cubic-feet 1.8308 1.8308 1.8308 1.9490 CFS 382.08 1,068.79 590.23 1,137.81 in/hr 5.00 5.00 5.00 5.00 in/hr 5.00 5.00 5.00 5.00 in/hr 30.00 30.00 3U.00 30.00 inches 0.20 0.20 0.20 0.20 unitless 15.60 15.60 15.60 18.00 inches I I l hours 3 3 3 4 hours 45.60 45.60 45.60 48.00 inches 260 96 180 96 cubic-feer 260 96 180 96 cubic-feet 130 48 90 48 cubic-feet 130 48 90 48 cubic-feet 1.00 1.00 1.00 1.00 ra□o Yes Yes Yes Yes res/no 1.00 1.00 1.00 1.00 rano unitless 0 0 0 0 cubic-feet .-\ .. \pplicants ma)· use this worksheet to size Lined or L nlined Biofilrration B;\!Ps (BF-I, PR-1) for up to 10 basim. Lser inpm must be pro\·ided for yellow shaded cells, values for blue cells arc auromaticall)· populated based on user inputs from previous worksheets, values for all other cells will be automatically generated, errors/notifications will be highlighrecl in red/orange and summarized below. B:\[Ps fully satisfying the pollutant control performance standards will have a deficit trt:ated \·olume of zero and be highlighted in green. Page 51 of 99 Pages Including Appendices Lined or Unlined Biofiltration BMPs (V1.3) Drainage Basin ID or Name Design lntiJcrarion Rate Recommended by Gcocechnical Engmeer in/hr 2 Effectin: Tributary .\rea 1,708 921 720 97,606 Sl1-fr 3 Minimum Biofiltration Footprint Sizing Factor 0.030 0.030 0.030 0.030 ratio 4 Design Capture \'olume Tributan· to Bi\[P 97 52 41 5,531 cubic-feet 5 Is Biofiltration Basin lmpermeabll' Lined or Lnlincd? Lined Lined Lined Lined Unlined Cnlined Unlined Unlined Cnlined Unlined unitless 6 Prm·idcd Biofi.ltration Bi\CTJ Surface .\rca N H 161 3,76-0 0 0 0 0 0 Sl1-fr 7 Pro,·ided Surface Ponding Depth 6 6 6 6 0 0 0 0 inches 8 Pro,·idcd Soil i\fcdia Thickness 36 36 36 36 0 0 0 0 inches 9 Pro,·ided Depth of Gra,·cl . \bm·e L nderdrain I m-crr 6 6 6 6 0 0 0 0 inches 10 Diameter of l. ndcrdrain or I h·dromod Oritice (Select Smallest) 6.00 6.00 6.00 6.00 0 0 0 0 inches 11 Pro,·idcd Depth of Gravel Below the Lnderdrain 3 3 3 3 0 0 0 0 0 inches 12 \'olume lntiltrated O,-cr 6 Hour Storm 0 0 0 0 0 0 () 0 0 0 cubic-feet 13 Soil i\lcdia Pore Space .h ·ailablc for Retention 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 unitlcss 14 GraqJ Pore Space .\,·ailable for Retention 0.00 0.00 0.00 0.00 0.40 0.4U 0.40 0.40 0.40 0.40 unitless 15 Effecti,·e Retention Depth 1.80 1.80 1.80 I.SO 0.00 0.00 0.00 0.00 0.00 0.00 inches 16 Calculated Retention Storage Drawdown (Including 6 Hr Storm) 120 120 120 120 0 0 0 0 0 0 hours 17 \'olumc Retained br Bi\[P 11 11 24 565 0 0 u 0 0 0 cubic-feet 18 Fraccion of DC\' Retained 0.11 0.21 0.59 0.10 (J.00 0.00 0.00 0.00 0.00 0.00 ratio 19 Porcion of Retenrion Perfonnance Standard Sarisfied 0.13 0.23 0.53 0.12 0.00 0.00 0.00 0.00 0.00 0.00 racio Fraction of DC-:\' Rcrained (normalized to 36-hr drawdmvn) 0.06 0.12 0.34 0.06 0.00 0.00 0.00 0.00 0.00 0.00 ratio Design Capture \'olume Remaining for Biofilcration 91 46 T 5.199 I) 0 0 u 0 I) cubic-feet ')') i\Iax f-h·dromo<l r-Iow Rate through Cndcrdrain 1.8308 1.8308 1.8308 1.8308 n/a n/a n/a n/a n/a n/a CFS ;\[ax Soil Filtration Rate .\llowl'd b1· L;ndcrdrain Orifice 1,068.79 1,068.79 491.24 21.00 n/a n/a n/a n/a n/a n/a in/hr Soil .\le<lia hltration Rate per Specificarions 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 in/hr Soil i\ledia Filcrarion Rate to be used for Sizing S.00 5.00 5.00 5.00 5.00 :i.0IJ 5.00 5.00 5.00 5.00 in/hr 26 Depth Biofiltercd OnT 6 Hour Storm 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 inches 27 Soil i\[cdia Pore Space .\nilablc for l:3iotilcration 0.20 0.20 0.20 0.20 o.:w 0,21) 0.20 0.20 0.20 0.20 unitlcss 28 EffcctiH· Depth of Biofiltracion Storage 15.60 15.60 15.60 15.60 0.00 0.00 0.00 0.0U 0.0U 0.00 inches 29 Drawdown Time for Surface Ponding 1 l I I n 0 0 0 0 0 hours 30 Drawdown Time for Effcc□Ye Biofilcration Depth 3 3 3 3 0 0 0 0 0 0 hours 31 Total Dcptl1 Bioftltcred 45.60 45.60 45.60 45.60 30.00 30.00 30.00 30.00 30.00 30.00 inches 32 Opcion I -Biofiher I.SO DC\': Target \'olume 1r 69 41 -_-99 0 0 0 u 0 0 cubic-feet 33 Opcion I -Pro,·idcd Biofilcration Volume [37 69 41 ~,799 0 0 0 0 0 0 cubic-feet 34 Opcion 2 -Store 0.-:i DC\': Target \'olume 68 35 20 3.899 I) 0 0 0 0 0 cubic-feet 35 Option 2 -Pro,·ided Storage \"olume 68 35 20 3.899 0 0 0 0 0 0 cubic-feet 36 Portion of Biotihrarion Performance Standard Saristied 1.00 1.00 LOO 1.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio 37 Do Site Design Flemems and Bi\[Ps Satisfr .\nnual Retencion Requirements;, Yes Yes Yes Yes 1-cs/no 38 O,·crall Porcion of Performance Standard Sacisfied 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 rano 39 This Bi\[P O,·erflows to the Following Drainage Basin unitlcss 40 Deficit of Effectively Treated Stormwater 0 0 0 0 n/a n/a n/a n/a n/a n/a cubic-feet Wo rksheet B.5-1 General N otes: . \ .. \pplicams may use this worksheet to size l.inc<l or Unlined Biofiltracion B;\IPs (BF-I, PR-I) for up to IO basins. L scr input must be prm·ided for yellow shaded cells, rnlucs for blue cells are automaticall1· populated based on user inputs from prc,·ious worksheets, \'alucs for all other cells will be automatically generated, errors/nocificacions will be highlighted in red/orange and summarized below. Bi\[Ps fulh· satisfring the pollutant control performance standards will ha\'<: a deficit treated ,·olumc of zero and be highlighted in green. Attention! -Bio filtration B\[Ps (lined or unlined) musr hm·e at least 3 inches of gra,·el beluw the umk rdrain. -PrO\·idcd Soil Media Thickness must be at least 18 inches. Page 52 of 99 Pages Including Appendices ATTACHMENT 2 Page 53 of 99 Pages Including Appendices Attachment Sequence Attachment 2a Attachment 2b Attachment 2c Attachment 2d ATTACHMENT 2 BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES [This is the cover sheet for Attachment 2.] Indicate which Items are Included behind this cover sheet: Contents Checklist Hydromodification Management Included YES Exhibit (Required) Management of Critical Coarse Exhibit showing project drainage Sediment Yield Areas (WMAA Exhibit boundaries marked on WMAA is required, additional analyses are Critical Coarse Sediment Yield optional) Area Map Included rrhe WMAA Area Map was generated before the site improvement were done. The site iwas graded around the year 2002. Based on the geotechnica1 report by !Giles 2017, Boring No. 1 which is !within CCSY area, fill material is approximately 5 feet deep and contains gray silty clay and some fine sand but no course material indicated. In addition the property does not contain any of GLUs listed in table 6-1 of the Carlsbad BMP Design Manual. Therefore there is no CCSY area to protect. Geomorphic Assessment of Receiving Not performed Channels (Optional) Flow Control Facility Design and See Hydromodification Drawing Structural BMP Drawdown Calculations (Required) Page 54 of 99 Pages Including Appendices ----------- I L- =-== 30 15 0 30 60 IL.----J~f--------1 _ ___,I SCALE: 1" = 30' ¾_-:-·v~-~' '--,..~ 7 " I -.-.~.,..., .....,..~ .... -~-- _, •.• I I .... .... .... @] LEGEND DESCRIPTION EXISTING STORMDRAIN PVC SUBDRAIN (4" DIAMETER) 6" CURB PER G-1 6" CURB & GUTTER PER G-2 4" AC PAVING 12" AGGR£GA T£ BAS£ 4" AC PAVING 5" AGGREGATE BAS£ BIO-FILTRATION AREA DIRECTION OF FLOW HYDROMODIFICA TION TANK DISTURBANCE AREA DRIANAG£. MANAGEMENT AREA (OMA) LANDSCAPE AREA ------ SYMBOL ====....SD===-- -S\iS4----- t · I ™ --- 1·····1 . . . .. . . -. . --------- -------- '--.___ ........ ...___,,.....__ _____ _,,. HY DROLOG IC SO IL GROUP (D) GROU NDWAT ER DEEPER THAN 3 1 '--.___ -------• FEET I I SHEET 1 OF 1 SHEETS CUP 2017 -0004 SUP 2017 -00 11 SIZING CR IT ER IA ALL DMAS DESIGNED FOR1 .5 DVC VOLUME . . . . . . . . AREA TABLE DMA AREA (AC) TYPE 81 0.08 DRAIN TO BMP 13 1 82 0.32 DRAIN TO BMP 82 83 0.15 DRAIN TO SWALE/TA~K 84 NOT USED 85 0.05 DRAIN TO BMP ~5 86 0.26 DRAIN TO 87 0.12 DRA IN TO BMP 8[7 88 0 .1 DRAIN TO 8MP 813 89 0.09 DRAIN TO 8MP 89 I 810 0.05 DRAIN TO 8MP 811 0.07 DRAIN TO 8MP 11 812 0.04 DRAIN TO 8MP I 12 8 13 0.06 DRAIN TO I 8MP 1:0 I 8 14 0.03 DRAIN TO 8MP 14 I 8 15 0.03 DRAIN TO 8MP 15 816 2.64 DRAIN TO 8MP 16 TOTAL 4.09 -I -I • • ,.,,,. --:----~ ~ ~~~:c-.:.:~-., "<--~· .r--' , -..... 5909 ~s~~~~~-~ Tel. 760.929.22~ f-<1x. 75C.929.2287 Emiil. irrfo@l1w;ibm11irq.,;om 2888 LOKER AVENUE EAST SUITE 217, OI.RLSBAD, CA 92010 v.¥.w.hl.'-'l)la·rmlng.com SEA OTTER RETAINING WALL SE A OTTER PLACE CARLSBAD , CA DMA EXHIBIT ATTACHMENT 2a 920 10 SHEET 2 PROJECT NO. PD15 -04 11 I CRITICAL COARSE SEDIMENT YIELD AREA 5909 SEA OTTER PLACE Page 56 of 99 Pages Including Appendices SDHM3.1 PROJECT REPORT Page 57 of 99 Pages Including Appendices General Model Information Project Name: Regent tank small pipe Site Name: Regent parking Site Address: Sea Otter City: Carlsbad Report Date: 3/12/2018 Gage: OCEANSID Data Start: 10/01/1959 Data End: 09/30/2004 Timestep: Hourly Precip Scale: 1.000 Version Date: 2018/01/19 POC Thresholds Low Flow Threshold for POC1: High Flow Threshold for POC1: Regent tank small pipe 10 Percent of the 2 Year 10 Year 3/12/2018 11 :54:09 AM Page 58 of 99 Pages Including Appendicdsage 2 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre D,NatVeg,Moderate 4.1 Pervious Total 4.1 Impervious Land Use acre Impervious Total 0 Basin Total 4.1 Element Flows To: Surface lnterflow Regent tank small pipe Groundwater 3/12/2018 11 :54:10 AM Page 59 of 99 Pages Including Appendicdsage 3 Mitigated Land Use Basin 1 Bypass: Groundwater: Pervious Land Use D,NatVeg,Flat Pervious Total Impervious Land Use IMPERVIOUS-FLAT Impervious Total Basin Total Element Flows To: Surface Tank 1 Regent tank small pipe No No acre 0.63 0.63 acre 3.47 3.47 4.1 lnterflow Tank 1 Groundwater 3/12/2018 11:54:10 AM Page 60 of 99 Pages Including Appendicdsage 4 Routing Elements Predeve/oped Routing Regent tank small pipe 3/12/2018 11:54:10 AM Page 61 of 99 Pages Including Appendictfsage 5 Mitigated Routing Tank 1 Dimensions Depth: Tank Type: Diameter: Length: Discharge Structure Riser Height: Riser Diameter: Notch Type: Notch Width: Notch Height: Orifice 1 Diameter: Orifice 2 Diameter: Element Flows To: 5 ft. Circular 5 ft. 1175 ft. 4 ft. 30 in. Rectangular 0.740 ft. 0.979 ft. 1.5 in. Elevation:O ft. 0.08 in. Elevation:0.2 ft. Outlet 1 Outlet 2 Tank Hydraulic Table Stage(feet) 0.0000 0.0556 0.1111 0.1667 0.2222 0.2778 0.3333 0.3889 0.4444 0.5000 0.5556 0.6111 0.6667 0.7222 0.7778 0.8333 0.8889 0.9444 1.0000 1.0556 1.1111 1.1667 1.2222 1.2778 1.3333 1.3889 1.4444 1.5000 1.5556 1.6111 1.6667 1.7222 1.7778 1.8333 Area(ac.) 0.000 0.028 0.039 0.048 0.055 0.061 0.067 0.072 0.076 0.080 0.084 0.088 0.091 0.094 0.097 0.100 0.103 0.105 0.107 0.110 0.112 0.114 0.115 0.117 0.119 0.120 0.122 0.123 0.124 0.126 0.127 0.128 0.129 0.130 Regent tank small pipe Volume(ac-ft.) Discharge(cfs) lnfilt(cfs) 0.000 0.000 0.000 0.001 0.014 0.000 0.003 0.020 0.000 0.005 0.024 0.000 0.008 0.028 0.000 0.011 0.032 0.000 0.015 0.035 0.000 0.019 0.038 0.000 0.023 0.040 0.000 0.027 0.043 0.000 0.032 0.045 0.000 0.037 0.047 0.000 0.042 0.050 0.000 0.047 0.052 0.000 0.052 0.054 0.000 0.058 0.055 0.000 0.063 0.057 0.000 0.069 0.059 0.000 0.075 0.061 0.000 0.081 0.062 0.000 0.087 0.064 0.000 0.093 0.066 0.000 0.100 0.067 0.000 0.106 0.069 0.000 0.113 0.070 0.000 0.120 0.072 0.000 0.126 0.073 0.000 0.133 0.075 0.000 0.140 0.076 0.000 0.147 0.077 0.000 0.154 0.079 0.000 0.161 0.080 0.000 0.168 0.081 0.000 0.176 0.082 0.000 3/12/2018 11:54:10 AM Page 62 of 99 Pages Including Appendicdsage 6 1.8889 0.130 0.183 0.084 0.000 1.9444 0.131 0.190 0.085 0.000 2.0000 0.132 0.197 0.086 0.000 2.0556 0.132 0.205 0.087 0.000 2.1111 0.133 0.212 0.089 0.000 2.1667 0.133 0.220 0.090 0.000 2.2222 0.134 0.227 0.091 0.000 2.2778 0.134 0.234 0.092 0.000 2.3333 0.134 0.242 0.093 0.000 2.3889 0.134 0.249 0.094 0.000 2.4444 0.134 0.257 0.095 0.000 2.5000 0.134 0.264 0.096 0.000 2.5556 0.134 0.272 0.097 0.000 2.6111 0.134 0.279 0.098 0.000 2.6667 0.134 0.287 0.100 0.000 2.7222 0.134 0.294 0.101 0.000 2.7778 0.134 0.302 0.102 0.000 2.8333 0.133 0.309 0.103 0.000 2.8889 0.133 0.317 0.104 0.000 2.9444 0.132 0.324 0.105 0.000 3.0000 0.132 0.331 0.106 0.000 3.0556 0.131 0.339 0.122 0.000 3.1111 0.130 0.346 0.174 0.000 3.1667 0.130 0.353 0.245 0.000 3.2222 0.129 0.360 0.332 0.000 3.2778 0.128 0.368 0.431 0.000 3.3333 0.127 0.375 0.541 0.000 3.3889 0.126 0.382 0.662 0.000 3.4444 0.124 0.389 0.792 0.000 3.5000 0.123 0.396 0.931 0.000 3.5556 0.122 0.402 1.078 0.000 3.6111 0.120 0.409 1.233 0.000 3.6667 0.119 0.416 1.395 0.000 3.7222 0.117 0.422 1.564 0.000 3.7778 0.115 0.429 1.741 0.000 3.8333 0.114 0.435 1.923 0.000 3.8889 0.112 0.442 2.112 0.000 3.9444 0.110 0.448 2.308 0.000 4.0000 0.107 0.454 2.509 0.000 4.0556 0.105 0.460 2.857 0.000 4.1111 0.103 0.466 3.492 0.000 4.1667 0.100 0.471 4.312 0.000 4.2222 0.097 0.477 5.279 0.000 4.2778 0.094 0.482 6.365 0.000 4.3333 0.091 0.487 7.550 0.000 4.3889 0.088 0.492 8.813 0.000 4.4444 0.084 0.497 10.13 0.000 4.5000 0.080 0.502 11.48 0.000 4.5556 0.076 0.506 12.85 0.000 4.6111 0.072 0.510 14.21 0.000 4.6667 0.067 0.514 15.54 0.000 4.7222 0.061 0.518 16.82 0.000 4.7778 0.055 0.521 18.03 0.000 4.8333 0.048 0.524 19.15 0.000 4.8889 0.039 0.526 20.18 0.000 4.9444 0.028 0.528 21.09 0.000 5.0000 0.000 0.529 21.89 0.000 5.0556 0.000 0.000 22.57 0.000 Regent tank small pipe 3/12/2018 11:54:10 AM Page 63 of 99 Pages Including Appendic~age 7 Analysis Results POC 1 m ~ 1 BB ~ 129 r------~-------- j IL 070 1--------------- 011 L__~-~-~-~-~- 10E-4 10 100 P-rc•nt Time Exceeding "' I Cumulative Probability I ll!l01+----------------+000, 05 1 :2 5 10 20 lJ ~ 70 BO 90 95 98 99 995 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 4.1 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.63 Total Impervious Area: 3.47 Flow Frequency Method: Weibull Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 1 .069543 5 year 1 .840415 10 year 2.475284 25 year 3.064109 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.825276 5 year 1.341277 1 O year 1 . 794945 25 year 2.613722 Regent tank small pipe 3/12/2018 11:54:10 AM Page 65 of 99 Pages Including Appendicdsage 9 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.1070 618 547 88 Pass 0.1309 528 393 74 Pass 0.1548 467 335 71 Pass 0.1787 420 295 70 Pass 0.2026 373 256 68 Pass 0.2266 324 235 72 Pass 0.2505 265 218 82 Pass 0.2744 233 193 82 Pass 0.2983 216 183 84 Pass 0.3223 197 167 84 Pass 0.3462 187 153 81 Pass 0.3701 175 143 81 Pass 0.3940 171 135 78 Pass 0.4179 161 129 80 Pass 0.4419 154 122 79 Pass 0.4658 146 120 82 Pass 0.4897 140 111 79 Pass 0.5136 135 105 77 Pass 0.5376 123 99 80 Pass 0.5615 113 95 84 Pass 0.5854 104 88 84 Pass 0.6093 93 78 83 Pass 0.6332 86 76 88 Pass 0.6572 82 73 89 Pass 0.6811 79 71 89 Pass 0.7050 78 66 84 Pass 0.7289 74 63 85 Pass 0.7529 69 58 84 Pass 0.7768 67 57 85 Pass 0.8007 61 54 88 Pass 0.8246 58 48 82 Pass 0.8486 55 41 74 Pass 0.8725 53 40 75 Pass 0.8964 51 38 74 Pass 0.9203 46 36 78 Pass 0.9442 45 36 80 Pass 0.9682 41 33 80 Pass 0.9921 38 31 81 Pass 1.0160 37 31 83 Pass 1.0399 36 28 77 Pass 1.0639 34 27 79 Pass 1.0878 31 26 83 Pass 1.1117 30 25 83 Pass 1.1356 27 25 92 Pass 1.1595 25 24 96 Pass 1.1835 24 24 100 Pass 1.2074 24 23 95 Pass 1.2313 23 22 95 Pass 1.2552 23 20 86 Pass 1.2792 21 20 95 Pass 1.3031 21 18 85 Pass 1.3270 18 17 94 Pass 1.3509 16 14 87 Pass Regent tank small pipe 3/12/2018 11 :54:21 AM Page 66 of 99 Pages Including Appendi&ge 10 1.3748 16 13 81 Pass 1.3988 16 13 81 Pass 1.4227 16 13 81 Pass 1.4466 16 13 81 Pass 1.4705 15 13 86 Pass 1.4945 15 12 80 Pass 1.5184 15 12 80 Pass 1.5423 15 12 80 Pass 1.5662 15 12 80 Pass 1.5902 15 12 80 Pass 1.6141 15 10 66 Pass 1.6380 14 10 71 Pass 1.6619 14 10 71 Pass 1.6858 14 10 71 Pass 1.7098 14 9 64 Pass 1.7337 12 9 75 Pass 1.7576 11 9 81 Pass 1.7815 10 9 90 Pass 1.8055 10 8 80 Pass 1.8294 9 7 77 Pass 1.8533 8 7 87 Pass 1.8772 8 7 87 Pass 1.9011 8 7 87 Pass 1.9251 8 6 75 Pass 1.9490 8 6 75 Pass 1.9729 8 6 75 Pass 1.9968 8 6 75 Pass 2.0208 8 6 75 Pass 2.0447 7 6 85 Pass 2.0686 7 5 71 Pass 2.0925 7 5 71 Pass 2.1164 6 5 83 Pass 2.1404 6 5 83 Pass 2.1643 6 5 83 Pass 2.1882 6 5 83 Pass 2.2121 6 4 66 Pass 2.2361 6 4 66 Pass 2.2600 6 4 66 Pass 2.2839 6 3 50 Pass 2.3078 6 3 50 Pass 2.3317 6 3 50 Pass 2.3557 6 3 50 Pass 2.3796 6 3 50 Pass 2.4035 5 3 60 Pass 2.4274 5 3 60 Pass 2.4514 5 3 60 Pass 2.4753 4 3 75 Pass Regent tank small pipe 3/12/2018 11 :54:21 AM Page 67 of 99 Pages Including Appendiifusge 11 Water Quality Drawdown Time Results Pond: Tank 1 Days 1 2 3 4 5 Maximum Stage: Regent tank small pipe Stage{feet) 1.340 2.661 0.000 0.000 0.000 Percent of Total Run Time 1.7780 0.2988 N/A N/A N/A 4.000 Drawdown Time: 02 07:48:10 3/12/2018 11 :54:21 AM Page 68 of 99 Pages Including AppendiiRisQe 12 Model Default Modifications Total of O changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. Regent tank small pipe 3/12/2018 11 :54:22 AM Page 69 of 99 Pages Including Appendi~ge 13 Appendix Predeveloped Schematic Regent tank small pipe 3/12/2018 11 :54:22 AM Page 70 of 99 Pages Including Appendi~ge 14 Mitigated Schematic ank 1 Regent tank small pipe 3/12/2018 11 :54:30 AM Page 71 of 99 Pages Including Appendi8'sge 15 Predeveloped UGI File RUN GLOBAL WWHM4 START model simulation 1959 10 01 OUTPUT LEVEL RUN INTERP RESUME 0 RUN 1 END GLOBAL END 3 0 FILES <File> <-ID-> WDM MESSU <Un#> 26 25 27 28 30 <-----------File Name END FILES OPN SEQUENCE Regent tank small PreRegent tank PreRegent tank small PreRegent tank small POCRegent tank small INGRP INDELT 00:60 PERLND 29 COPY 501 DIS PLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFOl 2004 09 30 UNIT SYSTEM .wdm pipe.MES pipe.L61 pipe.L62 pipe 1. dat 1 ---------->*** *** # -#< -------Title------>***TRAN PIVL DIGl FILl PYR DIG2 FIL2 YRND 1 Basin 1 MAX 1 2 30 9 END DISPLY-INFOl END DISPLY COPY TIMESERIES # # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS >< # -# ---Name---->NBLKS Unit-systems User t-series Printer*** Metr *** 29 D,NatVeg,Moderate END GEN-INFO *** Section PWATER*** ACTIVITY <PLS # >*************Active # ATMP SNOW PWAT SED 29 0 0 1 0 END ACTIVITY PRINT-INFO in out *** 1 1 1 1 27 0 Sections***************************** PST PWG PQAL MSTL PEST NITR PHOS TRAC 0 0 0 0 0 0 0 0 <PLS # >*****************Print-flags***************************** # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC 29 0 0 4 0 0 0 0 0 0 0 0 0 END PRINT-INFO *** PIVL PYR ********* 1 9 Regent tank small pipe 3/12/2018 11 :54:39 AM Page 72 of 99 Pages Including AppendiR:isge 16 PWAT-PARMl <PLS > PWATER variable monthly parameter value flags *** # -# CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 29 0 1 1 1 0 0 0 0 1 1 0 END PWAT-PARMl PWAT-PARM2 <PLS > PWATER input info: Part 2 # -# ***FOREST LZSN INFILT 29 0 3 0.025 END PWAT-PARM2 PWAT-PARM3 <PLS # - 29 > PWATER input info: Part 3 # ***PETMAX PETMIN INFEXP END PWAT-PARM3 PWAT-PARM4 0 0 2 PWATER input info: Part 4 LSUR 80 INFILD 2 *** *** SLSUR 0.1 DEEPFR 0 KVARY 2.5 BASETP 0.05 *** AGWRC 0.915 AGWETP 0.05 <PLS > # -# 29 CEPSC UZSN NSUR 0 0.6 0.04 INTFW 1 IRC 0.3 LZETP *** 0 END PWAT-PARM4 MON-LZETPARM <PLS > PWATER input info: Part 3 # -# JAN FEB MAR APR MAY JUN 29 0.4 0.4 0.4 0.4 0.6 0.6 END MON-LZETPARM MON-INTERCEP JUL 0.6 AUG 0.6 *** SEP 0.6 <PLS > PWATER input info: Part 3 *** # -# JAN FEB MAR APR MAY JUN JUL AUG SEP 29 0.1 0.1 0.1 0.1 0.06 0.06 0.06 0.06 0.06 END MON-INTERCEP PWAT-STATEl <PLS > *** Initial ran from # # *** CEPS 29 0 END PWAT-STATEl END PERLND IMPLND GEN-INFO conditions at start of simulation 1990 to end of 1992 (pat 1-11-95) SURS uzs IFWS 0 0.01 0 <PLS ><-------Name-------> Unit-systems Printer User t-series Engl Metr in out # -# END GEN-INFO *** Section IWATER*** ACTIVITY OCT 0.4 NOV 0.4 DEC 0.4 OCT NOV DEC 0.1 0.1 0 RUN LZS 0.4 *** *** *** 21 *** AGWS 0.01 <PLS >*************Active # -# ATMP SNOW IWAT SLD END ACTIVITY Sections IWG IQAL ***************************** *** PRINT-INFO <ILS >********Print-flags # -# ATMP SNOW IWAT SLD END PRINT-INFO IWAT-PARMl ******** PIVL PYR IWG IQAL ********* <PLS > IWATER variable monthly parameter value flags # -# CSNO RTOP VRS VNN RTLI *** END IWAT-PARMl IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # -# *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 *** *** *** GWVS 0 Regent tank small pipe 3/12/2018 11 :54:39 AM Page 73 of 99 Pages Including AppendiRisge 17 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # -# ***PETMAX PETMIN END IWAT PARM3 IWAT-STATEl <PLS >***Initial conditions at start of simulation # -# *** RETS SURS END IWAT-STATEl END IMPLND SCHEMATIC <-Source > <--Area > <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 29 4.1 COPY 501 12 PERLND 29 4.1 COPY 501 13 ******Rout ***** END SCHEMATIC NETWORK <-Volume->< <-Mew~er->< -Mult >Tran <-Target vols> <-Grp> <-Member> *** <Name> # <Name>##< factor >strg <Name> # # <Name>## *** COPY 501 OUTPUT MEAN 1 1 12.1 DISPLY 1 INPUT TIMSER 1 <-Volume>< <Name> # END NETWORK RCHRES GEN-INFO RCHRES # #< END GEN-INFO <-Member->< -Mult ->Tran <-Target vols> <-Grp> <-Member> <Name># #<-factor->strg <Name> # # <Name>## Name Nexits Unit Systems >< > User T-series in out Printer Metr LKFG *** Section RCHRES*** ACTIVITY <PLS >*************Active Sections***************************** # -# HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO *** *** *** *** *** <PLS >*****************Print flags******************* PIVL # # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL END PRINT-INFO PYR PYR ********* HYDR-PARMl RCHRES Flags for each HYDR Section # # VC Al A2 A3 ODFVFG for each*** ODGTFG for each FG FG FG FG possible exit *** possible exit * * * * END HYDR-PARMl HYDR-PARM2 # # FTABNO < >< END HYDR-PARM2 HYDR-INIT * * * * * LEN >< DELTH * * * * * STCOR KS >< -----><-- *** FUNCT for each *** DB50 > exit *** *** RCHRES Initial conditions for each HYDR section *** # # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each exit < >< ------> END HYDR-INIT END RCHRES Regent tank small pipe < >< 3/12/2018 11 :54:39 AM Page 7 4 of 99 Pages Including Appendi8isge 18 SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> <Name> # <Name> WDM 2 PREC WDM 2 PREC WDM 1 EVAP WDM 1 EVAP END EXT SOURCES EXT TARGETS # SsysSgap<--Mult-->Tran tern strg<-factor->strg ENGL 1 ENGL 1 ENGL 1 ENGL 1 <-Target vols> <-Grp> <-Member-> *** <Name> # # <Name> # # *** PERLND 1 999 EXTNL PREC IMPLND 1 999 EXTNL PREC PERLND 1 999 EXTNL PETINP IMPLND 1 999 EXTNL PETINP <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name># #<-factor->strg <Name> # <Name> tern strg strg*** COPY 501 OUTPUT MEAN 1 1 12.1 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Name> <Name># #<-factor-> MASS-LINK 12 PERLND PWATER SURO 0.083333 END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO END MASS-LINK 13 END MASS-LINK END RUN Regent tank small pipe 0.083333 <Target> <Name> COPY COPY <-Grp> <-Member->*** <Name>##*** INPUT MEAN INPUT MEAN 3/12/2018 11 :54:39 AM Page 75 of 99 Pages Including Appendi8'sge 19 Mitigated UGI File RUN GLOBAL WWHM4 model simulation START 1959 10 01 RUN INTERP OUTPUT LEVEL RESlJME O RUN 1 END GLOBAL FILES END 2004 09 30 3 0 UNIT SYSTEM 1 <File> <Un#> <-ID-> <-----------File Name----------------------->*** *** WDM MESSU END FILES 26 25 27 28 30 OPN SEQUENCE INGRP PERLND IMPLND RCHRES COPY COPY DISPLY END INGRP END OPN SEQUENCE DISPLY Regent tank small MitRegent tank MitRegent tank small MitRegent tank small POCRegent tank small 28 1 1 1 501 1 INDELT 00:60 .wdm pipe.MES pipe.L61 pipe.L62 pipel.dat DISPLY INFOl # -#< 1 Tank INFOl ---Title 1 >***TRAN PIVL DIGl FILl )\",AX END DISPLY END DISPLY COPY TIMESERIES # # NPT 1 1 501 END 1 TIMESERIES END COPY GENER OPCODE N~N 1 1 # # OPCD *** END OPCODE PARM *** # # K *** END PARM END GENER PERLND GEN-INFO <PLS >< # -# ---Name----- 28 D,NatVeg,Flat END GEN-INFO *** Section PWATER*** ACTIVITY >NBLKS Unit-systems User t-series in out 1 1 1 1 Printer Metr 27 0 PYR DIG2 FIL2 YRND *** *** *** 1 2 30 9 <PLS >*************Active Sections***************************** # # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC*** 28 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS >*****************Print-flags***************************** PIVL PYR # # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* Regent tank small pipe 3/12/2018 11 :54:39 AM Page 76 of 99 Pages Including Appendi&ge 20 28 0 0 4 0 0 0 0 0 0 0 END PRINT-INFO PWAT-PARMl <PLS > PWATER variable monthly parameter value *** # -# CSNO RTOP UZFG vcs vuz VNN VIFW VIRC VLE INFC 28 0 l 1 1 0 0 -'- END PWAT-PARMl PWAT-PARM2 <PLS > PWATER input info: Part 2 # -# ***FOREST LZSN INFILT 28 0 3.3 0.03 END PWAT-PARM2 PWAT-PARM3 <PLS # - 28 > PWATER input info: Part 3 # ***PETMAX PETMIN INFEXP END PWAT-PARM3 PWAT-PARM4 0 0 2 <PLS > # -# 28 PWATER input info: Part 4 CEPSC UZSN NSUR END PWAT-PARM4 MON-LZETPARM <PLS > 0 0.6 0.04 PWATER input info: Part 3 0 0 1 1 *** LSUR SLSUR 100 0.05 INFILD 2 INTFW 1 *** *** DEEPFR 0 IRC 0.3 0 HWT 0 0 *** KVARY 2.5 BASETP 0.05 *** LZETP *** 0 1 9 AGWRC 0.915 AGWETP 0.05 # # JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 28 0.4 0.4 0.4 0.4 0.6 0.6 0.6 0.6 0.6 END MON-LZETPARM MON-INTERCEP <PLS > PWATER input info: Part 3 *** # # JAN FEB MAR APR MAY JUN JUL AUG SEP 28 0.1 0.1 0.1 0.1 0.06 0.06 0.06 0.06 0.06 END MON-INTERCEP PWAT STATEl <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat l 11 95) # # 28 END PWAT END PERLND IMPLND GEN-INFO *** CEPS SURS 0 0 STATEl <PLS >< -----Name----> # -# 1 IMPERVIOUS-FLAT END GEN-INFO *** Section IWATER*** ACTIVITY 'JZS 0.01 Unit-systems User t-series in out 1 1 1 IFWS 0 Printer Metr 27 0 0.4 OCT 0.1 RUN LZS 0.4 *** *** *** 0.4 0.4 NOV DEC 0.1 0 21 *** AGWS 0.01 <PLS >*************Active # # ATMP SNOW IWAT SLD Sections IWG IQAL ***************************** *** 1 0 0 1 0 0 0 END ACTIVITY PRINT INFO <ILS > ******** Print-f ******** PIVL PYR # # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 END PRINT INFO IWAT-PARMl <PLS > IWATER variable parameter value *** # # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 1 *** GWVS 0 Regent tank small pipe 3/12/2018 11 :54:39 AM Page 77 of 99 Pages Including Appendi8i'sge 21 I END IWAT-PARMl IWAT-PARM2 <PLS > # -# *** 1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 2 LSUR SLSUR NSUR 100 0.05 0.011 IWATER input info: Part 3 # -# ***PETMAX PETMIN 1 0 0 END IWAT PARM3 IWAT-STATEl RETSC 0.1 *** *** <PLS # - > *** # *** Initial conditions at start of simulation RETS SURS 1 0 0 END IWAT-STATEl END IMPLND SCHEMATIC <-Source-> < -Area--> <-Target > <Name> # <-factor > <Name> # Basin l*** PERLND 28 0.63 RCHRES 1 PERLND 28 0.63 RCHRES 1 IMPLND 1 3.47 RCHRES l ***** ***** PERLND 28 0.63 COPY 1 IMPLND 1 3.47 COPY 1 PERLND 28 0.63 COPY , .l. RCHRES 1 1 COPY 501 END SCHEMATIC NETWORK MBLK *** Tbl# *** 2 3 5 12 15 13 16 <-Volume>< <-Member->< -Mult >Tran< vols> <-Grp> <-Member-> *** <Name> COPY # <Name>##< factor->strg <Name> # # <Name>## *** 501 OUTPUT MEAN 1 1 12.1 DISPLY 1 INPUT TIMSER 1 <-Volume>< <Name> # END NETWORK <-Member>< -Mult-->Tran <- <Name>##< factor->strg <Name> vols> <-Grp> <-Member> *** # # <Name>## *** RCHRES GEN-INFO RCHRES Name # #< ---------- 1 Tank 1 END GEN-INFO *** Section RCHRES*** ACTIVITY Nexits Unit Systems >< -> User T-series in out 1 1 1 1 Printer Metr LKFG 28 0 1 <PLS >*************Active Sections ***************************** # # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS # >*****************Print-flags******************* PIVL # HYDR ADCA CONS HEAT SEO GQL OXRX NUTR PLNK PHCB PIVL 1 4 0 0 0 0 0 0 0 0 0 1 END PRINT INFO PYR PYR 9 *** *** *** ********* HYDR-PARMl Regent tank small pipe 3/12/2018 11 :54:39 AM Page 78 of 99 Pages Including Appendi8:isge 22 RCHRES # -# Flags for each HYDR Section VC Al A2 A3 ODFVFG for each FG FG FG FG possible exit * * * * 1 0 1 0 0 END HYDR-PARMl HYDR-PARM2 # -# FTABNO * * * * * 4 0 0 0 0 LEN DELTH *** *** ODGTFG for each possible exit * * * * * 0 0 0 0 0 STCOR KS *** FUNCT for each possible exit *** 2 2 2 2 2 DB50 <------><--------><--------><--------><--------><--------><--------> *** *** 1 1 0.22 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # -# *** VOL Initial value of COLIND *** ac-ft for each possible exit <------><--------> 1 0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 91 4 Depth Area (ft) (acres) 0.000000 0.000000 0.055556 0.028275 0. 111111 0.039762 0.166667 0.048420 0.222222 0.055589 0.277778 0.061788 0.333333 0.067286 0.388889 0.072243 0.444444 0.076764 0.500000 0.080923 0.555556 0.084772 0. 611111 0.088352 0.666667 0.091695 0.722222 0.094825 0.777778 0.097764 0.833333 0.100527 0.888889 0.103130 0.944444 0.105583 1.000000 0.107897 1.055556 0 .110081 1 .111111 0.112143 1.166667 0.114088 1.222222 0 .115924 1.277778 0.117655 1.333333 0. 119285 1.388889 0.120819 1.444444 0.122260 1.500000 0.123612 1.555556 0.124877 1. 611111 0.126058 1.666667 0.127158 1.722222 0.128178 1.777778 0.129121 1.833333 0.129988 1.888889 0.130780 1.944444 0.131499 2.000000 0.132146 2.055556 0.132723 2.111111 0.133230 2.166667 0.133667 2.222222 0.134036 2.277778 0.134338 <---><---><---><---><---> 4.0 0.0 0.0 0.0 0.0 Volume Outflowl Velocity (acre-ft) (cfs) (ft/sec) 0.000000 0.000000 0.001050 0.014391 0.002959 0.020353 0.005417 0.024927 0.008311 0.028809 0. 011576 0.032229 0.015164 0.035315 0.019042 0.038152 0.023183 0.040791 0.027565 0.043270 0.032168 0. 045613 0.036979 0.047842 0.041981 0.049972 0.047163 0.052015 0.052514 0.053980 0.058022 0.055876 0.063680 0.057710 0.069479 0.059487 0.075409 0.061213 0.081465 0.062892 0.087638 0.064526 0.093923 0.066121 0.100313 0.067678 0.106801 0.069199 0.113383 0.070688 0.120053 0.072147 0.126806 0.073576 0 .133636 0.074978 0.140539 0.076355 0.147510 0.077707 0.154544 0.079036 0.161637 0.080343 0.168785 0.081629 0.175982 0.082895 0.183226 0.084142 0.190512 0.085370 0.197836 0.086582 0.205194 0.087776 0.212582 0.088955 0. 219996 0. 090118 0.227432 0.091267 0.234888 0.092401 *** Initial value of OUTDGT for each possible exit <---><---><---><---><---> 0.0 0.0 0.0 0.0 0.0 Travel Time*** (Minutes)*** Regent tank small pipe 3/12/2018 11 :54:39 AM Page 79 of 99 Pages Including AppendiRi'sge 23 2.333333 0.134571 0.242358 0.093521 2.388889 0.134738 0.249839 0.094628 2.444444 0.134838 0.257327 0.095722 2.500000 0.134871 0.264819 0.096804 2.555556 0.134838 0.272312 0.097874 2. 611111 0.134738 0.279800 0.098933 2.666667 0. 134571 0.287281 0.099980 2.722222 0 .134338 0.294751 0.101016 2.777778 0.134036 0.302207 0.102042 2.833333 0 .133667 0.309643 0.103057 2.888889 0.133230 0.317057 0.104063 2.944444 0.132723 0.324445 0.105059 3.000000 0. 132146 0.331803 0.106046 3.055556 0.131499 0.339127 0.122792 3.111111 0.130780 0. 346413 0.174551 3.166667 0.129988 0.353656 0.245827 3.222222 0.129121 0.360854 0.332187 3.277778 0.128178 0.368002 0.431319 3.333333 0. 127158 0.375095 0.541735 3.388889 0.126058 0.382129 0.662373 3.444444 0.124877 0.389100 0.792421 3.500000 0.123612 0.396003 0.931239 3.555556 0.122260 0.402833 1.078299 3.611111 0.120819 0.409585 1.233159 3.666667 0.119285 0.416255 1.395443 3.722222 0.117655 0.422838 1.564823 3.777778 0 .115924 0.429326 1.741011 3.833333 0.114088 0. 435716 1.923752 3.888889 0.112143 0.442001 2.112818 3.944444 0.110081 0.448174 2.308003 4.000000 0.107897 0.454230 2.509119 4.055556 0.105583 0.460160 2.857289 4. 111111 0.103130 0.465959 3.492307 4.166667 0.100527 0.471616 4.312503 4.222222 0.097764 0.477125 5.279022 4.277778 0.094825 0.482476 6.365734 4.333333 0.091695 0.487658 7.550663 4.388889 0.088352 0.492660 8.813014 4.444444 0.084772 0.497470 10.13198 4.500000 0.080923 0.502074 11.48631 4.555556 0.076764 0.506456 12.85434 4.611111 0.072243 0.510597 14.21421 4.666667 0.067286 0.514475 15.54435 4.722222 0.061788 0.518063 16.82403 4.777778 0.055589 0.521327 18.03404 4.833333 0.048420 0.524222 19.15750 4.888889 0.039762 0.526680 20.18069 4.944444 0.028275 0.528589 21.09398 5.000000 0.001000 0.529639 21.89287 END FTABLE 1 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <Name> # <Name> WDM 2 PREC WDM 2 PREC WDM 1 EVAP WDM 1 EVAP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <Name> # RCHRES 1 HYDR RCHRES 1 HYDR COPY 1 OUTPUT COPY 501 OUTPUT END EXT TARGETS # tern strg<-factor->strg ENGL 1 ENGL 1 ENGL 1 ENGL 1 <-Member-><--Mult-->Tran <Name> # #<-factor->strg RO 1 1 1 STAGE 1 1 1 MEAN 1 1 12.1 MEAN 1 1 12.1 <-Target vols> <-Grp> <-Member-> *** <Name> # # <Name> # # *** PERLND 1 999 EXTNL PREC IMPLND 1 999 EXTNL PREC PERLND 1 999 EXTNL PETINP IMPLND 1 999 EXTNL PETINP <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> tern strg strg*** WDM 1000 FLOW ENGL REPL WDM 1001 STAG ENGL REPL WDM 701 FLOW ENGL REPL WDM 801 FLOW ENGL REPL Regent tank small pipe 3/12/2018 11 :54:39 AM Page 80 of 99 Pages Including Appendi8'sge 24 MASS-LINK <Volume> < <-Member->< -Mult > <Target> <-Grp> <-Member >*** <Name> <Name> # #< factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS LINK 2 MASS LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS LINK 5 MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS LINK 15 MASS-LINK 16 RCHRES ROFLOW COPY INPUT MEAN END MASS LINK 16 END MASS LINK END RUN Regent tank small pipe 3/12/2018 11 :54:39 AM Page 81 of 99 Pages Including Appendi8isge 25 Predeveloped HSPF Message File Regent tank small pipe 3/12/2018 11 :54:39 AM Page 82 of 99 Pages Including AppendiRisge 26 Mitigated HSPF Message File ERROR/WARNING ID: 238 1 The continuity error reported below is greater than 1 part in 1000 and is therefore considered high. Did you specify any "special actions"? If so, they could account for it. Relevant data are: DATE/TIME: 1962/6/30 24: 0 RCHRES 1 RELERR -0.10426 Where: STORS STOR 0.00000 0.0000E+00 MATIN MATDIF 0.00000 l.6411E-12 RELERR is the relative error (ERROR/REFVAL). ERROR is (STOR-STORS) -MATDIF. REFVAL is the reference value (STORS+MATIN). STOR is the storage of material in the processing unit (land-segment or reach/reservior) at the end of the present interval. STORS is the storage of material in the pu at the start of the present printout reporting period. MATIN is the total inflow of material to the pu during the present printout reporting period. MATDIF is the net inflow (inflow-outflow) of material to the pu during the present printout reporting period. Regent tank small pipe 3/12/2018 11 :54:39 AM Page 83 of 99 Pages Including Appendi~ge 27 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright© by: Clear Creek Solutions, Inc. 2005-2018; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1 (866)943-0304 Local (360)943-0304 www .clearcreeksolutions.com Regent tank small pipe 3/12/2018 11 :54:39 AM Page 84 of 99 Pages Including Appendi&ge 28 ATTACHMENT 3 Structural BMP Maintenance Information Page 85 of 99 Pages Including Appendices BioFiltration Post-construction operation and maintenance Inspection and maintenance planning A maintenance plan clarifying maintenance responsibilities is REQUIRED. Effective long- tenn operation of biofiltration and infiltration practices necessitates a dedicated and routine maintenance schedule with clear guidelines and schedules. Proper maintenance will not only increase the expected lifespan of the facility but will improve aesthetics and property value. The access to the Biofiltration is from the parking lot. Some important post-construction considerations are provided below along with RECOMMENDED maintenance standards. • A site-specific O&M plan that includes the following considerations should be prepared by the designer prior to putting the stormwater practice into operation. o Inspection checklists o Routine maintenance checklists o Operating instructions for outlet component o Vegetation maintenance schedule • A legally binding and enforceable maintenance agreement should be executed between the practice owner and the local review authority. • Adequate access must be provided for inspection, maintenance and landscaping upkeep, including appropriate equipment and vehicles. • Maintenance activities should be careful not to cause compaction. No vehicles will be allowed within the footprint of the filtration or infiltration area. Foot traffic and stockpiling should be kept to a minimum. • The surface of the ponding area may become clogged with fine sediment over time. Core aeration or cultivating of non-vegetated areas may be required to ensure adequate filtration. • General maintenance activities and schedule are provided below. Summary of typical maintenance regime Maintenance of vegetated infiltration practices is critical during the establishment period. Although some plants look healthy in this photo, maintenance is needed to remove sediment from the filter strip and inflow area, remove weeds from the basin, re-vegetate some ares, and add mulch to some areas. The list below highlights the assumed maintenance regime for an infiltration or bioinfiltration basin or trench, tree trench, or dry swale with check dams. Note that some items pertain only to vegetated systems. • First year after planting o Adequate water is crucial to plant survival and temporary irrigation will be needed unless rainfall is adequate until plants mature • As needed Page 86 of 99 Pages Including Appendices o Prune and weed to maintain appearance o Stabilize or replace mulch when erosion is evident o Remove trash and debris o Mow filter strip o Renew mulch to replace that which has decomposed o Replace vegetation whenever percent cover of acceptable vegetation falls below 90 percent or project specific performance requirements are not met. If vegetation suffers for no apparent reason, consult with horticulturist and/or test soil as needed • Semi-annually o Inspect inflow and pretreatment systems for clogging (off-line systems) and remove any sediment o Inspect filter strip/grass channel for erosion or gullying. Sod as necessary o Herbaceous vegetation, trees and shrubs should be inspected to evaluate their health and replanted as appropriate to meet project goals o Remove any dead or severely diseased vegetation • Annually in fall o Inspect and remove any sediment and debris build-up in pretreatment areas o Inspect inflow points and infiltration surface for buildup of road sand associated with spring melt period, remove as necessary, and replant areas that have been impacted by sand/salt build up • Annually in spring o Cut back and remove previous year's plant material and remove accumulated leaves if needed (or controlled burn where appropriate) Estimated hours to perform maintenance activities All estimated hours listed below would be to perform maintenance on a commercially sized bioinfiltration or biofiltration basin approximately 1,000 square feet in size that has adequate pretreatment, has been planted with containerized plants, and mulched appropriately. • Plant Establishment Period (First two years) o Bi-monthly weeding-4 visits at 3 hours per visit o Plant replacement -1 replacement planting in the Fall, 4 hours (assuming 10 percent plant loss) o Spring cleanup (cut back of previous years vegetation) -2 hours o Erosion, sediment, and pretreatment cleanout -1 hour {assuming vacuum truck clean- out of sump catch basin or sediment fore bay) • Regular Maintenance (After first two years) o Bi-monthly weeding 4 visits at 2 hours per visit o Plant replacement -1 replacement planting in the Fall, 2 hours (assuming 5 percent plant loss) o Spring cleanup (cut back of previous years vegetation) -4 hours o Tree and shrub pruning -2 hours (every third year) o Erosion, sediment, and pretreatment clean-out 4 Hours (assuming vacuum truck clean-out of sump catch basin or sediment forebay once per year and at least one bi- yearly sediment removal from the bottom of the basin) Page 87 of 99 Pages Including Appendices Erosion protection and sediment monitoring, removal, and disposal protecting your investment Regular inspection of not only the BMP but also the immediate surrounding catchment area is necessary to ensure a long lifespan of the water quality improvement feature. Erosion should be identified as soon as possible to avoid the contribution of significant sediment to the BMP. If a grassed filter strip or swale is used as pretreatment, they should be mowed as frequently as a typical lawn. Depending on the contributing watershed, grassed BMPs may also need to be swept before mowing. All grassed BMPs should be swept annually with a stiff bristle broom or equal to remove thatch and winter sand. The Universitv of Minnesota's Sustainable Urban Landscape Series website provides guidance for turf maintenance, including mowing heights. Sediment loading can potentially lead to a drop in infiltration or filtration rates. It is recommended that infiltration perfonnance evaluations follow the four level assessment systems in Stormwater Treatment: Assessment and Maintenance (Gulliver et al., 2010). Seeding, planting, and landscaping maintenance keeping it looking good This biofiltration basin utilizes several species. Plant selection during the design process is essential to limit the amount of maintenance required. It is also critical to identify who will be maintaining the BMP in perpetuity and to design the plantings or seedings accordingly. The decision to install containerized plants or to seed will dictate the appearance of the BMP for years to come. If the BMP is designed to be seeded with an appropriate native plant based seed mix, it is essential the owner have trained staff or the ability to hire specialized management professionals. Seedings can provide plant diversity and dense coverage that helps maintain drawdown rates, but landscape management professionals that have not been trained to identify and appropriately manage weeds within the seeding may inadvertently allow the BMP to become infested and the designed plant diversity be lost. The following are minimum requirements for seed establishment and plant coverage. • At least 50 percent of specified vegetation cover at end of the first growing season, not including REQUIRED cover crop • At least 90 percent of specified vegetation cover at end of the third growing season • Supplement plantings to meet project specifications if cover requirements are not met • Tailor percent coverage requirements to project goals and vegetation. For example, percent cover required for turf after one growing season would likely be 100 percent, whereas it would be lower for other vegetation types. For proper nutrient control, biofiltration BMP's must not be fertilized unless a soil test from a certified lab indicates nutrient deficiency. An exception is a one-time fertilizer application during planting of the cell, which will help with plant establishment. Irrigation is also typically needed during establishment. Weeding is especially important during the plant establishment period, when vegetation cover is not 100 percent yet. Some weeding will always be needed. It is also important to budget for Page 88 of 99 Pages Including Appendices some plant replacement (at least 5 to 10 percent of the original plantings or seedings) during the first few years in case some of the plants or seed that were originally installed don't become vigorous. It is highly recommended that the install contractor be responsible for a plant warranty period. Typically, plant \varranty periods can be 60 days or up to one year from preliminary acceptance through final inspections. If budget allows, installing larger plants(# 1 Cont. vs 4" Pot) during construction can decrease replacement rates if properly cared for during the establishment period. Weeding in years after initial establishment should be targeted and thorough. Total eradication of aggressive weeds at each maintenance visit will ultimately reduce the overall effort required to keep the BMP weed free. Mulch is highly effective at preventing weeds from establishing while helping retain moisture for plant health. Mulch renewal will be needed two or three times after establishment (first five years). After that, the plants are typically dense enough to require less mulching, and the breakdown of plant material will provide enough organic matter to the infiltration/filtration practice. Rubbish and trash removal will likely be needed more frequently than in the adjacent landscape. Trash removal is important for prevention of mosquitoes and for the overall appearance of the BMP. Sustainable service life for infiltration and biofiltration BMPs The service life of infiltration practices depends upon the pollutant of concern. Infiltration rate service life before clogging Infiltration rate appears to drop immediately after installation and then level off at a sustainable level (Jenkins et al., 20 I 0; Barrett et al., 2013 ). Planted biofiltration columns even showed a slight increase in infiltration rate after the initial drop (Barrett et al., 2013 ). Plant roots are essential in macropore formation, which help to maintain the infiltration rate. If proper pretreatment is present, service life for infiltration should be unlimited. However, if construction site runoff is not kept from entering the infiltration cell, clogging will occur, limiting or eliminating the infiltration function of the system, thus requiring restorative maintenance or repair (Brown and Hunt, 2012). Nitrogen reduction An important mechanism of nitrogen removal in vegetated infiltration systems is plant uptake since nitrogen is essential for plant growth. If the BMP has an internal water storage zone, soluble nitrogen is also removed through denitrification, a microbially-mediated process that only occurs under anoxic conditions. Denitrification requires organic matter as a carbon source, which is supplied by decaying root matter and mulch. Particulate bound nitrogen in stonnwater runoff will typically be removed through sedimentation. All of these processes are self- sustaining, and the service life of an infiltration system designed for nitrogen reduction should be very long. In oxygenated systems where denitrification is not an important process, leaching of nitrate is likely. In systems having soils with a high organic matter content, organic nitrogen can Page 89 of 99 Pages Including Appendices be converted to nitrate, resulting in additional loss of nitrogen through leaching (Liging and Davis, 2014). Phosphorus reduction With design optimized for phosphorus reduction, service life can be more than three decades (Lucas and Greenway, 201 lc). Sediment bound phosphorus is removed through sedimentation, while removal of soluble phosphorus in biofiltration depends on the type of media used. If the media is already saturated with P (i.e. its P binding sites are full), it will not be able to retain additional dissolved P and the P in stonnwater will tend to leach from the media as it passes through the biofilter (Hunt et al., 2006). It is highly recommended that the P-index of the media at installation be below 30, which equates to less than 36 milligrams per kilogram P, to ensure P removal capacity. Laboratory research has suggested an oxalate extractable P concentration of 20 to 40 milligrams per liter will provide consistent removal of P (O'Neill and Davis, 2012). After an effective loading of the equivalent of more than three decades of P into biofiltration mecocosms optimized for P reduction, researchers in Australia showed that excellent P retention was still occurring. Keys to maximize P reduction in these systems included P sorptive soils or soil amendments (e.g. aluminum water treatment residuals [WTR] or Krasnozem soils [K40], a highly aggregated clay), use of coir peat (a source of organic matter low in phosphorus), and healthy vegetation. The systems with aluminum water treatment residuals still retained up to 99 percent of applied PO4-P in storm water after the equivalent of 32 years of treatment. After 110 weeks of effluent loading at typical stormwater concentrations, the equivalent of 48 years of filtration loads, phosphate retention from stonn water by the K40 soils treatment was 85 percent. "Comparison with the K40 treatments over the loading and dosing regimes suggest that the WTR treatments will perform at least as well as the K40 treatment under similar exposure of 48 years" (Lucas and Greenway, 2011 ). Heavy metals retention Metals are typically retained in infiltration systems through sedimentation and adsorption processes. Since there are a finite amount of sorption sites for metals in a particular soil, there will be a finite service life for the removal of dissolved metals. Morgan et al. (2011) investigated cadmium, copper, and zinc removal and retention with batch and column experiments. Using synthetic stormwater at typical stormwater concentrations, they found that 6 inches of filter media composed of 30 percent compost and 70 percent sand will last 95 years until breakthrough (i.e. when the effluent concentration is 10 percent of the influent concentration). They also found that increasing compost from O percent to IO percent more than doubles the expected lifespan for 10 percent breakthrough in 6 inches of filter media for retainage of cadmium and zinc. Using accelerated dosing laboratory experiments, Hatt et al. (2011 ) found that breakthrough of Zn was observed after 2000 pore volumes, but did not observe breakthrough for Cd, Cu, and Pb after 15 years of synthetic stormwater passed through the media. However, concentrations of Cd, Cu, and Pb on soil media particles exceeded human and/or ecological health levels, which could have an impact on disposal if the media needed replacement. Since the majority of metals retainage occurs in the upper 2 to 4 inches of the soil media (Li and Davis, 2008), long-term metals capture may only require rejuvenation of the upper portion of the media. Page 90 of 99 Pages Including Appendices Polycyclic aromatic hydrocarbons (PAHs) reduction Accumulation of polycyclic aromatic hydrocarbons ( PAHs) in sediments has been found to be so high in some stormwater retention ponds that disposal costs for the dredging spoils were prohibitively high. Research has shown that rain gardens, on the other hand, are "a viable solution for sustainable petroleum hydrocarbon removal from stormwater, and that vegetation can enhance overall performance and stimulate biodegradation." (Lefevre, 2012b). Page 91 of 99 Pages Including Appendices 5919 SEA OTTER PLACE, CARLSBAD, CA STORMWATER TREATMENT AND HYDROMODIFICATION FACILITIES OPERATION AND MAINTENANCE INSTRUCTIONS Bio-Filtration Trench Operation and Maintenance Introduction The bio-filtration trenches provide filtering and bio-treatment for site stormwater runoff. The cross- section of the filtration column, from top to bottom, consist of: 1. Trees, shrubs and ground cover per appendix E.20 "Plant List", of the City of Carlsbad BMP Design Manual & approved landscaping plans for this site, and; 2. 2-inches of hardwood mulch, and; 3. 36-inches + of "bio-retention engineered soil", sandy loam mix with no more than 5% clay content. containing 50% to 60% mortar sand per 200-1.5.3 SSPWC, 20% to 30% type 1 mulch per 800-1.2.5 SSPWC & 20% to 30% class 'a' topsoil per 800-1.1.2 SSPWC, and; 4. 2-inches coarse screenings per 200-1.2.2.2 SSPWC, and; 5. 9-inches thick 3/8" crushed rock per 200-1.2 SSPWC, and; 6. 4-inches thick 3/4" crushed rock per 200-1.2 SSPWC, and; 7. 9-inches minimum thick ASTM no. 2 stone, and; 8. Native soil, scarified under bio-filtration trench, and; 9. 200 WS impermeable liner per section 213-5 SSPWC on the sides of the bio-trench, and; 10. 6" pvc pipe conforming to 306-7.7 SSPWC & ASTM 2729 ASTM 3034, ASTM F758 and having a SDR-35 rating. pipe more than 5' from trees shall be perforated, pipe within 5' of trees shall be solid wall surrounded by 1 cu. ft. per ft. 3/4" crushed rock per 200-1.2 SSPWC and wrapped in MIRIFI 140N non-woven geotextile at the bottom of the trench. This cross-section of materials is shown on sheet 12 of drawing 489-7A which is on file in the Offices of the City Engineer of the City of Carlsbad .. The purpose of the bio-filtration trench is to treat stormwater to a level meeting the requirements of the Clean Water Act. Operation Other than maintenance the bio-filtration trench have no operating features controllable by the user. The purpose of the bio-filtration trench is to treat stormwater to a level meeting the requirements of the Clean Water Act. Maintenance Maintenance of the bio-filtration trench requires routine housekeeping efforts. They are: 1. Vacuuming of concrete and asphalt parking areas, which should be scheduled on a bi- weekly basis and supplemented by additional vacuuming when soil or pollutants are tracked, or otherwise deposited, onto pavement surfaces, eroded soils or landscape debris are deposited on the pavement or when other pollutants or trash are discovered on the pavement; Page 92 of 99 Pages Including Appendices I 2. Maintenance of the plantings within the bio-trench; 3. Replacement of the bio-filtration cross-section when free water stands on the surface of the biofiltration trench for a period of more than 8 hours after the end of a rainfall event. Stormwater Storage Tanks Operation and Maintenance Introduction The stormwater storage tanks are located in the southerly lane of the parking lot for the 5919 Sea Otter Place site. The stormwater storage tanks are integral to the hydromodification of stormwater runoff from 5919 Sea Otter Place. Hydromodification is a term of the Clean Water Act and requires that the maximum stormwater flow from the site is limited to a rate no more than occurred before any development of the site. The stormwater storage tanks are comprised of 60-inch diameter high density polyethylene pipe with water tight joints and a smooth interior wall and corrugated exterior wall. Operation There are no operating features controllable by the user. The stormwater tanks are fed stormwater that has been filtered through biofiltration beds and hold that water which is then released through orifices and, during large storms, weirs in the weir structure and then into stormwater pipes and channels and, ultimately into the Pacific Ocean via the Agua Hedionda Lagoon. Maintenance The interior of the storage tanks is classified as a confined space. The storage tanks have been designed to reduce the need to enter the structure. If you are considering entry into the storage tanks THINK AGAIN. If cleaning or repairs are absolutely necessary that require entering the storage tanks then confined space entry measures must be taken. Entry into confined spaces is EXTREMELY DANGEROUS and must be undertaken in conformance with the State of California General Industry Safety Orders (GSO). The GSO's require specific equipment, training, supervision and permits. Entry into confined spaces should NEVER be undertaken without full compliance to the GSO's. Maintenance of the weir structure is divided into two issues. The first maintenance step is inspection of the level of mud in the storage tanks. This must be accomplished when: 1. Six months has passed since the storage tanks were last inspected. The inspection is accomplished by removing each of the six manhole covers on the top of the storage tanks and protecting the manhole openings with appropriate safety railings. When this has been achieved use a measuring rod and a strong light source to inspect the depth of the mud in the storage tanks. This maintenance measure DOES NOT require entry into the stormwater tanks. The second maintenance step is to remove mud from the storage tanks. This must be accomplished when: Page 93 of 99 Pages Including Appendices 1. The depth of the mud in the storage tanks exceeds 12-inches, measured from the invert (bottom) of the pipe to the surface of the mud. When the depth of mud in any portion of the storage tanks exceeds 12-inches measures to remove the mud must be undertaken. This maintenance measure MAY require entry into the stormwater tanks. The means and methods of mud removal are beyond the scope of these instructions. Various methods of removal are feasible. The choice of methods is dependent on the availability of equipment, severity of mud accumulation and the skill set of the removal contractor. Weir Structure Operation and Maintenance Introduction The weir structure is an integral component in the stormwater treatment and detention for the project located at 5919 Sea Otter Place. It is located approximately 77-feet south of the building and 168-feet west of the southwest corner of the building. The visible portion of the weir structure is 5-feet 4-inches wide and 11-feet 4inches long with its long axis oriented in an east-west direction. There is a metal frame supporting a handwheel and stem as well as two manhole covers in the top of the structure. The weir structure throttles the stormwater discharge from the site helping to assure that the downstream channels do not erode and deposit clays and silts that cause water to be turbid. Decreasing turbidity in water provides an environment that allows for healthy fisheries and a cleaner environment. Proper operation and maintenance of the weir structure is important. Operation Proper operation of the weir structure is simple. The operating position of the sliding gate inside the weir structure which is operated by the handwheel located on the top of the weir structure must be closed. Closing the sliding gate is achieved by turning the handwheel located on the top of the weir structure clockwise until it stops and the threaded stem that the handwheel operates is as far down as it can go. It is recommended that a chain and lock be provided to prevent unauthorized persons from raising the sliding gate. The normal operating position of the sliding gate is closed. Maintenance The interior of the weir structure is classified as a confined space. The weir structure has been designed to reduce the need to enter the structure. If you are considering entry into the weir structure THINK AGAIN. If cleaning or repairs are absolutely necessary that require entering the weir structure then confined space entry measures must be taken. Entry into confined spaces is EXTREMELY DANGEROUS and must be undertaken in conformance with the State of California General Industry Safety Orders (GSO). The GSO's require specific equipment, training, supervision and permits. Entry into confined spaces should NEVER be undertaken without full compliance to the GSO's. Maintenance of the weir structure is divided into four issues. The first maintenance step is maintenance of the orifice holes in the sliding gate. This must be accomplished when: Page 94 of 99 Pages Including Appendices 2. Six months has passed since the orifices were last inspected. 3. When stormwater is not completely draining from the inlet bay of the weir structure within 120 hours after the most recent storm event. The orifice holes in the sliding gate consist of two holes, one is 1 ½-inches in diameter and the other is 0.08-inches in diameter. The hole sizes and locations have been carefully calibrated to meet the requirements of criteria established by the State of California's implementation of the Clean Water Act. The diameters must be maintained and neither enlarged nor allowed to be reduced. The orifices are made accessible for cleaning by raising the slide gate to its highest position. This is accomplished by turning the operating handwheel located on the top of the weir structure counterclockwise until the threaded stem has been raised to its highest position. remove the manhole covers on the top of the weir structure and protect the manhole openings with appropriate safety railings. When this has been achieved use a strong light source to inspect the orifice holes. If they appear to be blocked by debris or corrosion Using high pressure water spray thoroughly flush the orifice holes. Inspect the holes again. If the holes remain blocked use a wood or plastic probe to clean them. DO NOT use metal tools to open the orifice holes. When the orifice hole have been cleaned proceed to the next maintenance step. The second maintenance step is to assure that the sill, where the sliding gate seats, is clear of debris and mud. This must be accomplished when: 1. The weir gate has been raised for any reason This is accomplished by removing the manhole covers on the top of the weir structure and protecting the manhole openings with appropriate safety railings, raising the slide gate to a level that exposes the sliding gate sill and using high pressure water spray to thoroughly flush the seat area of the sliding gate. The third maintenance step is to assure that the notch weir between the inlet bay and the outlet bat of the weir structure is clear of debris and mud. This must be accomplished when: 1. Six months has passed since the orifices were last inspected. This is accomplished by removing the manhole covers on the top of the weir structure and protecting the manhole openings with appropriate safety railings, and using high pressure water spray to thoroughly flush the notch weir between the inlet bay and the outlet bay of the weir structure. The fourth maintenance step is to clean and lubricate the operating stem and handwheel of the rising gate. This must be accomplished when: 1. Six months have passed since the previous cleaning and lubrication of the operating stem and handwheel of the rising gate. This is accomplished by raising the sliding gate and, as each portion of the rising gate stem is exposed, cleaning the acme threads of the rising stem of the sliding gate and lubricating it with: 1. Lubriplate Gear Shield L0150, or; 2. Mobile Dynagear 600SL, or; 3. Chevron Open Gear Grease Page 95 of 99 Pages Including Appendices Maintenance Inspection Report Date: ____________________________ _ Inspector Name/ Address/Phone Number: ________________ _ Site Address: __________________________ _ Owner Name/Address/Phone Number: _________________ _ Drainage Area Stabilization (Inspect after large storms for first two years, Inspect yearly in spring or after large storms after first two years) • Erosion control/planting/seeding necessary: ____________________ _ • Mowing, pruning and debris removal necessary: ___________________ _ • Observations: Inlets & Pre-Treatment Structures (Inspect in Spring and Fall) • Repair needed:-------------------------------- • Debris & sediment removal required: _______________________ _ • Erosion evident: ______________________________ _ • Water by-passing inlet: ____________________________ _ • Vegetation control necessary: _________________________ _ • Observations: Basin (Inspect after large storms for first two years, Inspect yearly in spring or after large storms after first two years) • Condition of infiltration area: __________________________ _ • Surface erosion evident: ____________________________ _ • Debris/sediment removal required: ________________________ _ • Adequate drawdown/standing water: _______________________ _ • Vegetation control necessary: _________________________ _ • Observations: Page 96 of 99 Pages Including Appendices Outlet/Emergency Overflow (Inspect in Spring and Fall) • Overflow type:--------------------------------- • Debris/sediment removal required: _________________________ _ • Repair needed:--------------------------------- • Observations: Page 97 of 99 Pages Including Appendices ATTACHMENT 4 City standard Single Sheet BMP (SSBMP) Exhibit Page 98 of 99 Pages Including Appendices TRASH CAPTURE MP-5219 1 EA 489-7A BIO GRATE KMF 12-12-12 N/A 13 SEMI-ANNUALLY AS-NEEDED SB02-28-24 ADD TRASH CAPTURE BMP2 2 LITTATRAP LTFC3030 19 2 ~ = " ◄06.8 it "106,l " ~ ,.. " \ ' I ---~ )\ , \ - \ -. 0 ----" 405.7 u 06,t . / ii 406.4 ' ) I I SD~ SMH '"·' r, ' I ' 410.6 X \ " BMP SHEET GR.dwg \ <ll6 ' 4TH SU BMITTAL\22 Ji:' 01 B GRADING \ • nts\REGENT\ENGINEERING\DESIGN\2 • & Associotes\Cl1e -AME· S: \Howes Weiler JlAIE:: 4/3/2018 ~ FILE N . . • •085 .. . . . . . . • . . . . ' ------• <112A 4te.6 X -412.2 ' / I ) • , ,, I 4255 • I ' I " " " u I ' SCALE: 1" = 20' 30 OF C ----------- 426J • _-,----, 60 FEET 15-24 SWMPNO.~~~ RTY RESPONS IBLE FOR MAINTENANCE PA CR SEA OTTER LLC. MATTHEW BENBASSAT NAME SAN VICENTE BLVD. CONTACT -"""-'-""-"-~~ I ADDRESS ~6~9~NGELES, CA 90049 (3 10) 806-9807 PHONE NO SIGNATURE BMP TABLE BMP ID# BMPTYPE SYMBO L CASQA NO. SHEET NO.(S! DRAWI NG NO. QUANTITY ~--~= -------- INSPECTION * FREQUENCY _ --::-?-:-~-- MAINTENANCE * FREQUENCY _ ~~ TREATM ENT CONTROL····.·.·. TC-32 I ......... 1 1 2 8'0-FILTRATION :::::::-:-:-:-: 5 ro 16 , TREATMENT CONTROL HYD RO MODIFICATION & 11,9 LF. 5408 SF. @ STORAGE T;.NKS .a TC-11 AC T DESIG N (L.I.D.) LOW IMP .. , VEGETATIVE 1:-:-.•.1 0 1 SWALE SOURCE CO NTROL 0 BMP SIGN 0 ~ &Associates ~ Howes ~eller ~ / '" ""'""" E p LA N NI N G . . lanr,ing.com l •ND D S 929 2287 Ema,!. mfo,~::,_hwplanc,mg com Tel. 760.9:Z9,t2~sr ~tir16f17. CARLSBAD C.ti, 920 2388 LOKER .t:..VENU_ DATE INITIAL ENGINEER OF WO~K DESCR IPTION RE VI SION TC-30 DATE INITIAL OTHER APPROVAL 155 LF. DA TE INITIAL CITY APPROVAL 489-?A 5 610,11,13,14,15 SEMI-ANNUALLY I ANNUALLY 489-7A 5,6, 10. 11,13. 14,15 SEMI-ANNUALLY ANNUALLY 489-7A ,5 11,13,14,15 -, ' AN NU.ALLY MONTHLY 489-7A CARLSBAD I SH~ET I CITY OR~NG DEP ARTMENT ENG SINGLE SHEET RETAINING BMP SITE PLAN WALL SEA OTTER CE CARLSB AD, CA 5909 SEA OTT ER PLA GR2017-0058 9 2 10 RECORD COPY PROJECT Nl PD15 -0 4 ' INITIAL DATE DRAWING N9. 489-?SWj " I I I I I ATTACHMENT 5 Trash Capture Storm Water Quality Management Plan for Atlas Tri-tower E-35A REV 04/23 Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750 www.carlsbadca.gov TRASH CAPTURE STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) TEMPLATE E-35A (FOR STANDARD PROJECTS ONLY) CITY OF CARLSBAD TRASH CAPTURE STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR [INSERT PROJECT NAME] [INSERT PROJECT ID (CT/MS/SDP/CDP/PD)] [INSERT DRAWING No. (DWG ___-__)] [INSERT GR No. _________] ENGINEER OF WORK: [INSERT CIVIL ENGINEER'S NAME AND PE NUMBER HERE, PROVIDE WET SIGNATURE AND STAMP ABOVE LINE] PREPARED FOR: [INSERT APPLICANT NAME] [INSERT ADDRESS] [INSERT CITY, STATE ZIP CODE] [INSERT TELEPHONE NUMBER] PREPARED BY: [INSERT COMPANY NAME] [INSERT ADDRESS] [INSERT CITY, STATE ZIP CODE] [INSERT TELEPHONE NUMBER] DATE: [INSERT MONTH, DAY, YEAR] Atlas - TriTower CBC2023-0198 SDP16-01 & PD15-04 EAGREE2023-0026 Samuel Michael Bellomio, RCE 90818 WARE MALCOMB 3911 SORRENTO VALLEY BLVD, SUITE 120 SAN DIEGO, CA 92121 PHONE: (858) 638-7277 TRITOWER FINANCIAL GROUP 60 STATE STREET, 22ND FLOOR BOSTON, MA 02109 PHONE: (781) 222-5931 September 20, 2023 2 Revised 2/27/2024 . City of Carlsbad TABLE OF CONTENTS Certification Page Project Vicinity Map FORM E-34 Storm Water Standard Questionnaire Site Information FORM E-36 Standard Project Requirement Checklist Summary of Trash Capture Structural BMPs Attachment 1: Backup for Trash Capture BMPs Attachment 1a: DMA Exhibit Attachment 1b: Tabular Summary of DMAs Attachment 1c: Trash Capture BMP Design Calculations Attachment 2: Trash Capture BMP Maintenance Thresholds and Actions Attachment 3: Single Sheet BMP (SSBMP) Exhibit CERTIFICATION PAGE Project Name: [Insert] Project ID: [Insert] I hereby declare that I am the Engineer in Responsible Charge of design of storm water BMPs for this project, and that I have exercised responsible charge over the design of the project as defined in Section 6703 of the Business and Professions Code, and that the design is consistent with the requirements of the BMP Design Manual, which is based on the requirements of SDRWQCB Order No. R9-2013-0001 (MS4 Permit) or the current Order. I have read and understand that the City Engineer has adopted minimum requirements for managing urban runoff, including storm water, from land development activities, as described in the BMP Design Manual. I certify that this SWQMP has been completed to the best of my ability and accurately reflects the project being proposed and the applicable source control and site design BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I understand and acknowledge that the plan check review of this SWQMP by the City Engineer is confined to a review and does not relieve me, as the Engineer in Responsible Charge of design of storm water BMPs for this project, of my responsibilities for project design. ________________________________________________________ Engineer of Work's Signature, PE Number & Expiration Date ________________________________________________________ Print Name ________________________________________________________ Company ____________________________ Date Atlas Tri-tower SDP16-01 & PD15-04 Mar 25, 2021 S A M U E L M I C H A E L B E L L O M I O 90818 12/31/2025 VICINITY MAP CITY OF OCEANSIDE PACIFIC OCEAN 7a CITY OF ENCINITAS NOT TO SCALE CITY OF VISTA ITY OF N MARCOS E 0 () !5 Q ell > 0 C :i :l: ~ i:i :::= :S ... Q) -C ·c Q LL 0 Cl. ell > 0 C 0 --C ·c Q 0 -"O Q) (J) C Q) .2 0 C .!!1 al ..c -C 0 :;::, ell .2 c Cl ell C ca E e .... LL 0 Cl. (J) :.c -"O Q) al Q) ... () ::::, 0 >- .---·-, ,,,-·-, !~---~,, I Page 1 of 4 REV 04/23 E-34 To address post-development pollutants that may be generated from development projects, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual, refer to the Engineering Standards (Volume 5). This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to ‘STANDARD PROJECT’ requirements, “PRIORITY DEVELOPMENT PROJECT (PDP) requirements or not considered a development project. This questionnaire will also determine if the project is subject to TRASH CAPTURE REQUIREMENTS. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the city. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A completed and signed questionnaire must be submitted with each development project application. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. PROJECT INFORMATION PROJECT NAME: APN: ADDRESS: The project is (check one): New Development Redevelopment The total proposed disturbed area is: ft2 ( ) acres The total proposed newly created and/or replaced impervious area is: ft2 ( ) acres If your project is covered by an approved SWQMP as part of a larger development project, provide the project ID and the SWQMP # of the larger development project: Project ID SWQMP #: Then, go to Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. This Box for City Use Only City Concurrence: YES NO Date: Project ID: By: Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750www.carlsbadca.gov STORM WATER STANDARDS QUESTIONNAIRE E-34 INSTRUCTIONS: C cityof Carlsbad □ □ □ □ E-34 Page 2 of 4 REV 04/23 STEP 1 TO BE COMPLETED FOR ALL PROJECTS To determine if your project is a “development project”, please answer the following question: YES NO Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? If you answered “yes” to the above question, provide justification below then go to Step 6, mark the box stating “my project is not a ‘development project’ and not subject to the requirements of the BMP manual” and complete applicant information. Justification/discussion: (e.g. the project includes only interior remodels within an existing building): If you answered “no” to the above question, the project is a ‘development project’, go to Step 2. STEP 2 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: Is your project LIMITED to one or more of the following: YES NO 1.Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria:a)Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; ORb)Designed and constructed to be hydraulically disconnected from paved streets or roads; OR c)Designed and constructed with permeable pavements or surfaces in accordance with USEPAGreen Streets guidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed inaccordance with the USEPA Green Streets guidance? 3.Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? If you answered “yes” to one or more of the above questions, provide discussion/justification below, then go to Step 6, mark the second box stating “my project is EXEMPT from PDP …” and complete applicant information. Discussion to justify exemption (e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): If you answered “no” to the above questions, your project is not exempt from PDP, go to Step 3. □ □ □ □ □ □ □ □ E-34 Page 3 of 4 REV 04/23 * Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of SpecialBiological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodiesdesignated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat ManagementPlan; and any other equivalent environmentally sensitive areas which have been identified by the City. STEP 3 TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1)): YES NO 1. Is your project a new development that creates 10,000 square feet or more of impervious surfacescollectively over the entire project site? This includes commercial, industrial, residential, mixed-use,and public development projects on public or private land. 2. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more ofimpervious surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 3. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more ofimpervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillsidedevelopment project includes development on any natural slope that is twenty-five percent or greater. 5. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more ofimpervious surface collectively over the entire project site and supports a parking lot? A parking lot is a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. 6. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or moreof impervious street, road, highway, freeway or driveway surface collectively over the entire projectsite? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. 7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more ofimpervious surface collectively over the entire site, and discharges directly to an EnvironmentallySensitive Area (ESA)? “Discharging Directly to” includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not commingled with flows from adjacent lands).* 8.Is your project a new development or redevelopment project that creates and/or replaces 5,000 squarefeet or more of impervious surface that supports an automotive repair shop? An automotive repair shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC)codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. 9. Is your project a new development or redevelopment project that creates and/or replaces 5,000 squarefeet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includesRGO’s that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles per day. 10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of landand are expected to generate pollutants post construction? 11. Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC21.203.040) If you answered “yes” to one or more of the above questions, your project is a PDP. If your project is a redevelopment project, go to step 4. If your project is a new project, go to step 5, complete the trash capture question. If you answered “no” to all of the above questions, your project is a ‘STANDARD PROJECT’. Go to step 5, complete the trash capture question. □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ E-34 Page 4 of 4 REV 04/23 STEP 4 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP) ONLY Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? Complete the percent impervious calculation below: Existing impervious area (A) = sq. ft. Total proposed newly created or replaced impervious area (B) = sq. ft. Percent impervious area created or replaced (B/A)*100 = % If you answered “yes”, the structural BMPs required for PDP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 5, complete the trash capture question. If you answered “no,” the structural BMP’s required for PDP apply to the entire development. Go to step 5, complete the trash capture question. STEP 5 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS Complete the question below regarding your Project (SDRWQCB Order No. 2017-0077): YES NO Is the Project within any of the following Priority Land Use (PLU) categories? R-23 (15-23 du/ac), R-30 (23-30 du/ac), PI (Planned Industrial), CF (Community Facilities), GC (General Commercial), L (Local Shopping Center), R (Regional Commercial), V-B (Village-Barrio), VC (VisitorCommercial), O (Office), VC/OS (Visitor Commercial/Open Space), PI/O (Planned Industrial/Office), or Public Transportation Station If you answered “yes”, the ‘PROJECT’ is subject to TRASH CAPTURE REQUIREMENTS. Go to step 6, check the first box stating, “My project is subject to TRASH CAPTURE REQUIREMENTS …” and the second or third box as determined in step 3. If you answered “no”, Go to step 6, check the second or third box as determined in step 3. STEP 6 CHECK THE APPROPRIATE BOX(ES) AND COMPLETE APPLICANT INFORMATION My project is subject to TRASH CAPTURE REQUIREMENTS and must comply with TRASH CAPTURE REQUIREMENTS of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP). My project is a ‘STANDARD PROJECT’ OR EXEMPT from PDP and must only comply with ‘STANDARD PROJECT’ stormwater requirements of the BMP Manual. As part of these requirements, I will submit a “Standard Project Requirement Checklist Form E-36” and incorporate low impact development strategies throughout my project. If my project is subject to TRASH CAPTURE REQUIREMENTS, I will submit a TRASH CAPTURE Storm Water Quality Management Plan (TCSWQMP) per E-35A. My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) per E-35 template for submittal at time of application. Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations and exhibits to verify if ‘STANDARD PROJECT’ stormwater requirements apply. My project is NOT a ‘development project’ and is not subject to the requirements of the BMP Manual. Applicant Information and Signature Box Applicant Name: Applicant Title: Applicant Signature: Date: □ □ I I □ □ □ □ □ □ I j/t--_ I I SITE INFORMATION CHECKLIST Project Summary Information Project Name Project ID Project Address Assessor's Parcel Number(s) (APN(s)) Project Watershed (Hydrologic Unit) Carlsbad 904 Parcel Area ________ Acres (____________ Square Feet) Description of Existing Site Condition and Drainage Patterns Select applicable Land Use Category: High Density Residential R-23 (15-23 du/ac) R-30 (23-30 du/ac) Industrial PI (Planned Industrial) Commercial CF (Community Facilities) GC (General Commercial) L (Local Shopping Center) R (Regional Commercial) V-B (Village-Barrio) VC (Visitor Commercial) O (Office) VC/OS (Visitor Commercial/Open Space) Mixed Urban PI/O (Planned Industrial/Office) Public Transportation Stations Description / Additional Information: Description of Existing Site Topography and Drainage [How is storm water runoff conveyed from the site? At a minimum, this description should answer (1) whether existing drainage conveyance is natural or urban; (2) describe existing constructed storm water conveyance systems, if applicable; and (3) is runoff from offsite conveyed through the site? if so, describe]: E-36 Page 1 of 4 Revised 02/22 Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750 www.carlsbadca.gov STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Project Information Project Name: Project ID: DWG No. or Building Permit No.: Baseline BMPs for Existing and Proposed Site Features Complete the Table 1 - Site Design Requirement to document existing and proposed site features and the BMPs to be implemented for them. All BMPs must be implemented where applicable and feasible. Applicability is generally assumed if a feature exists or is proposed. BMPs must be implemented for site design features where feasible. Leaving the box for a BMP unchecked means it will not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be provided in the area below. The table provides specific instructions on when explanations are required. Table 1 - Site Design Requirement A. Existing Natural Site Features (see Fact Sheet BL-1) 1. Check the boxes below for each existing feature on the site. 1. Select the BMPs to be implemented for each identified feature. Explain why any BMP not selected is infeasible in the area below. SD-G Conserve natural features SD-H Provide buffers around waterbodies Natural waterbodies Natural storage reservoirs & drainage corridors -- Natural areas, soils, & vegetation (incl. trees) -- B. BMPs for Common Impervious Outdoor Site Features (see Fact Sheet BL-2) 1. Check the boxes below for each proposed feature. 2. Select the BMPs to be implemented for each proposed feature. If neither BMP SD-B nor SD-I is selected for a feature, explain why both BMPs are infeasible in the area below. SD-B Direct runoff to pervious areas SD-I Construct surfaces from permeable materials Minimize size of impervious areas Streets and roads Check this box to confirm that all impervious areas on the site will be minimized where feasible. If this box is not checked, identify the surfaces that cannot be minimized in area below, and explain why it is Sidewalks & walkways Parking areas & lots Driveways Patios, decks, & courtyards Hardcourt recreation areas CBC2023-0198 SDP16-01 & PD15-04 Atlas Tri-tower □ □ □ □ □ □ □ ~ □ C cityof Carlsbad □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ E-36 Page 2 of 4 Revised 02/22 Other: _______________ infeasible to do so. C. BMPs for Rooftop Areas: Check this box if rooftop areas are proposed and select at least one BMP below. If no BMPs are selected, explain why they are infeasible in the area below. (see Fact Sheet BL-3) SD-B Direct runoff to pervious areas SD-C Install green roofs SD-E Install rain barrels D. BMPs for Landscaped Areas: Check this box if landscaping is proposed and select the BMP below SD-K Sustainable Landscaping If SD-K is not selected, explain why it is infeasible in the area below. (see Fact Sheet BL-4) Provide discussion/justification for site design BMPs that will not be implemented (either partially or fully): Baseline BMPs for Pollutant-generating Sources All development projects must complete Table 2 - Source Control Requirement to identify applicable requirements for documenting pollutant-generating sources/ features and source control BMPs. BMPs must be implemented for source control features where feasible. Leaving the box for a BMP unchecked means it will not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be provided in the area below. The table provides specific instructions on when explanations are required. Table 2 - Source Control Requirement A. Management of Storm Water Discharges 1. Identify all proposed outdoor work areas below Check here if none are proposed 2. Which BMPs will be used to prevent materials from contacting rainfall or runoff? (See Fact Sheet BL-5) Select all feasible BMPs for each work area 3. Where will runoff from the work area be routed? (See Fact Sheet BL-6) Select one or more option for each work area SC-A Overhead covering SC-B Separation flows from adjacent areas SC-C Wind protection SC-D Sanitary sewer SC-E Containment system Other Trash & Refuse Storage Materials & Equipment Storage There are no rooftop renovations per this project. There are no landscape improvements per this project. □ □ □ D □ □ □ D D □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ E-36 Page 3 of 4 Revised 02/22 Loading & Unloading Fueling Maintenance & Repair Vehicle & Equipment Cleaning Other: _________________ B. Management of Storm Water Discharges (see Fact Sheet BL-7) Select one option for each feature below: • Storm drain inlets and catch basins … are not proposed will be labeled with stenciling or signage to discourage dumping (SC-F) • Interior work surfaces, floor drains & sumps … are not proposed will not discharge directly or indirectly to the MS4 or receiving waters • Drain lines (e.g. air conditioning, boiler, etc.) … are not proposed will not discharge directly or indirectly to the MS4 or receiving waters • Fire sprinkler test water … are not proposed will not discharge directly or indirectly to the MS4 or receiving waters Provide discussion/justification for source control BMPs that will not be implemented (either partially or fully): 181 □ □ □ 181 □ □ □ □ □ □ □ □ □ 181 □ □ □ 181 □ □ 181 □ □ □ 181 □ □ □ □ □ □ □ □ □ □ 181 □ 181 □ 181 □ 181 E-36 Page 4 of 4 Revised 02/22 Form Certification This E-36 Form is intended to comply with applicable requirements of the city’s BMP Design Manual. I certify that it has been completed to the best of my ability and accurately reflects the project being proposed and the applicable BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I understand and acknowledge that the review of this form by City staff is confined to a review and does not relieve me as the person in charge of overseeing the selection and design of storm water BMPs for this project, of my responsibilities for project design. Preparer Signature: Date: Print preparer name: Samuel Bellomio 02/28/2024 /7..-7 -,~ I -( Description of Proposed Site Development and Drainage Patterns Project Description / Proposed Land Use and/or Activities: Does the project include grading and changes to site topography? Yes No Description / Additional Information: Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)? Yes No Description / Additional Information: 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. The site renovation work does not include grading and change to site topography. All work done is resurfacing and renovating hardscape. SUMMARY OF TRASH CAPTURE BMPS Trash Capture BMPs All projects subject to trash capture requirements must implement trash capture BMPs (see Chapter 4 of the BMP Design Manual). Selection of trash capture BMPs must be based on the selection process described in Chapter 4. Trash capture 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 trash capture BMPs (see Section 1.12 of the BMP Design Manual). Trash capture 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 trash capture BMP implementation at the project site in the box below. Then complete the trash capture BMP summary information sheet for each trash capture BMP within the project (copy the BMP summary information page as many times as needed to provide summary information for each trash capture BMP). Describe the general strategy for trash capture BMP implementation at the site. This information must describe how the steps for selecting and designing trash capture BMPs presented in Section 4.4 of the BMP Design Manual were followed, and the results (type of BMPs selected). [Continue on next page as necessary.] ENVIROPOD LITTATRAP 2 [Continued from previous page – This page is reserved for continuation of description of general strategy for trash capture BMP implementation at the site.] Trash Capture BMP Summary Information BMP ID No. Type of Trash Capture BMP Permit No. Drawing No. ENVIROPOD LITTATRAP CATCH BASIN INSERT FILTER2 ATTACHMENT 1 BACKUP FOR TRASH CAPTURE BMPS This is the cover sheet for Attachment 1. Check which Items are Included behind this cover sheet: Attachment Sequence Contents Checklist Attachment 1a DMA Exhibit (Required) See DMA Exhibit Checklist on the back of this Attachment cover sheet. (24”x36” Exhibit typically required) Included Attachment 1b Tabular Summary of DMAs Showing DMA ID matching DMA Exhibit, DMA Area, and DMA Type (Required)* *Provide table in this Attachment OR on DMA Exhibit in Attachment 1a Included on DMA Exhibit in Attachment 1a Included as Attachment 1b, separate from DMA Exhibit Attachment 1c Trash Capture BMP Design Worksheets / Calculations (Required) Refer to Appendices J of the BMP Design Manual for trash capture BMP design guidelines Included Use this checklist to ensure the required information has been included on the DMA Exhibit: The DMA Exhibit must identify: Site topography and impervious areas Site drainage network and connections to drainage offsite Proposed grading (if applicable) Drainage management area (DMA) boundaries, DMA ID numbers, and DMA areas (square footage or acreage) Trash Capture BMPs (identify location and type of BMP) ENVIROPOD LITTATRAP LTFC3030 LITTATRAP LTFC3030 0.49 2 2 ATTAC~ENT 1a &1b... .. _ .. _ ( I I PROPOSED LOADING DOCK PER CBC2023-0198 (1,637 SF AREA UNTREATABLE AREA) AREA TREATED WITHIN OMA 1 AS AN "AREA SWAP" METHOD l~I ··-··-··-··- EX. 12" OVERFLOW DRAIN (407.25 TG) (404.50 IE) LEGEND PERVIOUS AREA OMA BOUNDARY FLOW PATH 1 · ......... I '. ......... . ............. ................... . . .. .. .. . . . . . . . .. . .. . .. .. . . . ------ I REPLACE EX. 12" AREA ORAi I I I 6363 greenwich dr suite 175 san diego, ca 92122 p 858.638.7277 waremalcomb.com r WARE MALCOMB CIVIL ENGINEERING & SURVEYING TOTAL AREA DMA AREA (SF) (AC) B6 11,327 0.26 / EX. CATCH BASIN I I EX. BROW DITCH TRASH CAPTURE CALCULATIONS PERVIOUS IMPERVIOUS AREA % AREA (SF) (SF) IMPERVIOUS C 1,014 10,313 91% 0.83 Qlyr-lhr (CFS) 0.427 NOTE: 1. OMA B6 IS DELINEATED ON OMA EXHIBIT FROM ATTACHMENT 1A OF PD15-04 SWQMP. 2. ALL EXISTING IMPROVEMENTS SHOWN PLAN ARE DRAWN PER CITY OF CARLSBAD DWG NO. 489-7A TRASH CAPTURE TRASH CAPTURE REATMENT FLOW TREATMENT FLOW ATE (CFS) REQ'D 0.09 Surface Type C-Values *Per SWMP 15-24, the only impervious areas consist of retaining wall and curb (2,200 square feet). Permeable pavement was installed and the rest of the area is pervious. Landscape 0.1 Impervious Surface 0.9 The weighted runoff factor has been calculated per the City of Carslbad Design Manual, Appendix B. The 1-year, 1-hour design flow rate has been caculated per the City of Carlsbad Design Manual, Appendix J. C _ LCsurface1Asu1'facel + Csurfac•2Asurfac•2 + Csurfaco,·Asurfacu ar,rn-wei9hted -"A Qlyr,lhr = C x lyr,lhr x A L. all surfac~s Ca,ea-weighted = {(0.10 X 1,014)+(0.90 X 10,313))/(1,014 + 10,313) = 0.83 ATLAS TRI-TOWER 5909 SEA OTTER PLACE SAN DIEGO, CA 92010 NO. 1 1#1- DATE 9/18/23 ## Qlyr,lhr = (0.83) x (0.427 in/hr)(0.26 acres)= 0.09 d s l yr,lhr = 0.427 in/hr (per NOAA Atlas 14 Point Precipitation Frequency Estimates) OMA EXHIBIT JOB NO.: PA/ PM: SB REMARKS DRAWN BY: MH 1#1- 1#1-DATE: 9/18/2023 SHEET 1 Sheet 1 of 1 NOAA Atlas 14, Volume 6, Version 2 Location name: Carlsbad, California, USA* Latitude: 33.1355°, Longitude: -117.25° Elevation: 410 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 1.44 (1.21-1.74) 1.82 (1.54-2.20) 2.35 (1.97-2.83) 2.80 (2.33-3.40) 3.43 (2.75-4.32) 3.95 (3.10-5.08) 4.49 (3.43-5.94) 5.08 (3.76-6.92) 5.92 (4.20-8.44) 6.61 (4.52-9.78) 10-min 1.04 (0.870-1.24) 1.31 (1.10-1.57) 1.69 (1.41-2.03) 2.00 (1.66-2.44) 2.46 (1.97-3.10) 2.83 (2.21-3.64) 3.22 (2.45-4.25) 3.64 (2.69-4.96) 4.24 (3.01-6.05) 4.74 (3.24-7.01) 15-min 0.836 (0.704-1.00) 1.06 (0.888-1.27) 1.36 (1.14-1.64) 1.62 (1.34-1.96) 1.98 (1.59-2.50) 2.28 (1.78-2.94) 2.59 (1.98-3.43) 2.93 (2.17-4.00) 3.42 (2.42-4.88) 3.82 (2.61-5.65) 30-min 0.592 (0.498-0.710) 0.748 (0.630-0.898) 0.962 (0.806-1.16) 1.14 (0.950-1.39) 1.40 (1.13-1.77) 1.61 (1.27-2.08) 1.84 (1.40-2.43) 2.08 (1.54-2.83) 2.42 (1.72-3.45) 2.71 (1.85-4.00) 60-min 0.427 (0.359-0.512) 0.540 (0.454-0.648) 0.694 (0.582-0.836) 0.825 (0.686-1.00) 1.01 (0.812-1.28) 1.16 (0.913-1.50) 1.32 (1.01-1.75) 1.50 (1.11-2.04) 1.75 (1.24-2.49) 1.95 (1.34-2.89) 2-hr 0.299 (0.252-0.359) 0.375 (0.315-0.451) 0.479 (0.402-0.577) 0.567 (0.471-0.689) 0.693 (0.555-0.873) 0.794 (0.622-1.02) 0.902 (0.689-1.19) 1.02 (0.754-1.39) 1.19 (0.840-1.69) 1.32 (0.904-1.96) 3-hr 0.240 (0.202-0.288) 0.301 (0.253-0.361) 0.383 (0.322-0.462) 0.453 (0.377-0.551) 0.553 (0.443-0.697) 0.633 (0.496-0.816) 0.718 (0.548-0.950) 0.810 (0.600-1.10) 0.941 (0.667-1.34) 1.05 (0.717-1.55) 6-hr 0.163 (0.138-0.196) 0.205 (0.172-0.246) 0.261 (0.219-0.315) 0.309 (0.257-0.375) 0.376 (0.301-0.473) 0.429 (0.336-0.553) 0.485 (0.370-0.642) 0.545 (0.404-0.743) 0.630 (0.447-0.899) 0.700 (0.478-1.04) 12-hr 0.108 (0.091-0.130) 0.136 (0.115-0.164) 0.174 (0.146-0.210) 0.206 (0.171-0.250) 0.249 (0.200-0.314) 0.283 (0.222-0.365) 0.319 (0.243-0.422) 0.356 (0.264-0.486) 0.409 (0.290-0.583) 0.451 (0.308-0.667) 24-hr 0.068 (0.060-0.079) 0.087 (0.076-0.100) 0.111 (0.098-0.129) 0.131 (0.114-0.154) 0.159 (0.134-0.192) 0.180 (0.150-0.222) 0.203 (0.164-0.255) 0.226 (0.178-0.292) 0.257 (0.195-0.346) 0.282 (0.207-0.393) 2-day 0.042 (0.037-0.048) 0.054 (0.047-0.062) 0.069 (0.061-0.080) 0.082 (0.072-0.096) 0.100 (0.084-0.121) 0.114 (0.094-0.140) 0.128 (0.103-0.161) 0.143 (0.112-0.185) 0.163 (0.124-0.220) 0.179 (0.132-0.249) 3-day 0.031 (0.027-0.036) 0.040 (0.035-0.046) 0.052 (0.046-0.060) 0.062 (0.054-0.073) 0.076 (0.064-0.091) 0.086 (0.071-0.106) 0.097 (0.079-0.123) 0.109 (0.086-0.141) 0.125 (0.095-0.168) 0.138 (0.101-0.192) 4-day 0.025 (0.022-0.029) 0.033 (0.029-0.038) 0.043 (0.038-0.050) 0.051 (0.045-0.060) 0.063 (0.053-0.076) 0.072 (0.060-0.089) 0.081 (0.066-0.103) 0.091 (0.072-0.118) 0.105 (0.079-0.141) 0.116 (0.085-0.161) 7-day 0.017 (0.015-0.019) 0.022 (0.019-0.026) 0.029 (0.025-0.034) 0.035 (0.030-0.041) 0.043 (0.036-0.052) 0.049 (0.041-0.061) 0.056 (0.045-0.070) 0.063 (0.049-0.081) 0.072 (0.055-0.097) 0.080 (0.059-0.111) 10-day 0.013 (0.011-0.015) 0.017 (0.015-0.020) 0.023 (0.020-0.026) 0.027 (0.024-0.032) 0.034 (0.028-0.041) 0.039 (0.032-0.048) 0.044 (0.036-0.056) 0.050 (0.039-0.064) 0.057 (0.043-0.077) 0.064 (0.047-0.089) 20-day 0.008 (0.007-0.009) 0.010 (0.009-0.012) 0.014 (0.012-0.016) 0.017 (0.015-0.020) 0.021 (0.018-0.025) 0.024 (0.020-0.030) 0.028 (0.022-0.035) 0.031 (0.025-0.041) 0.037 (0.028-0.050) 0.041 (0.030-0.057) 30-day 0.006 (0.005-0.007) 0.008 (0.007-0.010) 0.011 (0.010-0.013) 0.014 (0.012-0.016) 0.017 (0.014-0.021) 0.020 (0.016-0.024) 0.023 (0.018-0.029) 0.026 (0.020-0.033) 0.030 (0.023-0.041) 0.034 (0.025-0.047) 45-day 0.005 (0.004-0.005) 0.006 (0.006-0.007) 0.009 (0.008-0.010) 0.011 (0.009-0.013) 0.013 (0.011-0.016) 0.016 (0.013-0.019) 0.018 (0.014-0.023) 0.021 (0.016-0.027) 0.024 (0.018-0.033) 0.027 (0.020-0.038) 60-day 0.004 (0.003-0.005) 0.005 (0.005-0.006) 0.007 (0.007-0.009) 0.009 (0.008-0.011) 0.012 (0.010-0.014) 0.014 (0.011-0.017) 0.016 (0.013-0.020) 0.018 (0.014-0.023) 0.021 (0.016-0.029) 0.024 (0.018-0.034) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=33.1355&lon=... 1 of 4 7/25/2023, 10:42 AM D 1 II II II II D I II II II II D I II II II II D I II II II II D II II II II D I II II II D I II II II D I II II II II D I II II II II D I II II II II D I II II II II D I II II II II D I II II II II D I II II II II D I II II II II D I II II II II D I II II II II D I II II II II D I II II II II D I II II II II Back to Top Maps & aerials Small scale terrain Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=33.1355&lon=... 2 of 4 7/25/2023, 10:42 AM '--.c --i::: -.i!' vi C: <I) c PDS-based intensity-duration-frequency (IDF ) curves Latitude: 33.1355 •, Longitude: -117 .2500" § 10-l +---+--1---+---+---+-+--+----"l'--c'....::l"'-.l!.._ ·~ .::13 'ii ~ 1- Q. 10 -2 +-+--+-----1--+--+-+--+---+----il-----t-++--l----~.....:"""'o;P~~ '--.c "c 100 -~ V, C: <I) ..... i::: C: 10-l 0 ·~ .::13 'i5. ~ 1- Q. 10-2 C: E J.i ~ i.-----i----- - ~~ ~ --i.----- i---:: --- - ~ ~ -~~ - 1 2 NOAA Atlas 14, Volume 6, Version 2 5 ...... .c .c ,..!,,i r,li 10 ... 1-.c .. ~ N Du1ratio'M - 25 50 100 Average recurrence interval (years) >, >, I'll I'll "C "C ' I r--0 r-1 - 200 >, >, >, >, I'll I'll I'll I'll "9 "9 "9 ""9 0 0 Lt'> 0 N ,n "<t\O ---- 500 Created (GMT): Tue Jul 25 17:42:53 2023 Average r-ecurrence interval (years) 2 5 10 26 50 100 200 500 1000 Dura ion !Knln 10-mln 1!Knln JO-min 60-mln 2--tir J--tir 6--tir 12-hr 24-hr 2-day 3-day 4-day 7-day 10-day 20-day JO-day 45-day 60-day Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=33.1355&lon=... 3 of 4 7/25/2023, 10:42 AM 8 ra,-------i---a1n1ua1e Santa Cl arit: v1norv1ne Los Ang eles • SA~b c,1>,\1-4 Riverside ,, R.014-0 • </;\-7: , L 8 h Anaheim c:athedral-Cil)' 41tlts ong eac • •• J-u. • • -. • • Santa Ana , p aim D~sl!ft , Indio lil caruun.1 Oxnard 0 Murrieta ~ ta Clarita ~ ,ele .-oRiv rsicle aheiir ' ' .) Ensenada 0 S.1lto11 Sea Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=33.1355&lon=... 4 of 4 7/25/2023, 10:42 AM Attachment 1c TRASH CAPTURE CALCULATIONS DMA TOTAL AREA (SF) AREA (AC) PERVIOUS AREA (SF) IMPERVIOUS AREA (SF) % IMPERVIOUS C Q1yr-1hr (CFS) BMP TYPE MODEL NO. TRASH CAPTURE TREATMENT FLOW RATE (CFS) REQ'D TRASH CAPTURE TREATMENT FLOW RATE (CFS) PROVIDED B6 11,327 0.26 1,014 10,313 91% 0.83 0.427 Grate Inlet Filter BIO-GRATE-KMF 12-12-12 0.09 1.04 Surface Type C-Values *Per SWMP 15-24, the only impervious areas consist of retaining wall and curb (2,200 square feet). Permeable pavement was installed and the rest of the area is pervious. 0.1 Impervious Surface 0.9 The weighted runoff factor has been calculated per the City of Carslbad Design Manual, Appendix B.The 1-year, 1-hour design flow rate has been caculated per the City of Carlsbad Design Manual, Appendix J. Q1yr,1hr = C x 1yr,1hr x A Q1yr,1hr = (0.83) x (0.427 in/hr)(0.26 acres) = 0.09 cfs Carea-weighted = {(0.10 x 1,014)+(0.90 x 10,313)}/(1,014 + 10,313) = 0.83 1yr,1hr = 0.427 in/hr (per NOAA Atlas 14 Point Precipitation Frequency Estimates) Landscape 0.49 CFS LITTATRAP LTFC3030 (12"x12") 2 2 Carea-wli'ight•d = L Csurf A -_..c..::•:::<:.;•1~2:su~r'1/~a15:c!_•l!..:!+~C~~~~~'!:[a«1l surfaco2A surface2 + EA all surfaces CsurfacexA surfacli'x »EASY INSTALLATION with fewer parts and a lighter frame, the installation process is quicker and saves you time on site »FLEXIBILITY The flexible design allows the system to be easily adjusted to fit any catch basin configurations »SEAL AND ADAPTOR KITS for irregular sized and manhole catchbasins »HAND MAINTENANCE The LittaTrap™ can be maintained quickly and easily by hand or by vacuum truck »THIRD PARTY TESTED and hydraulically engineered »LIGHTWEIGHT & DURABLE The lightweight yet durable design of the LittaTrap™ is a safer and a longer lasting product than the alternatives »MULTIPLE CONFIGURATIONS Multiple configurations available; Manhole, Curb and Grate Inlet available. Contact us to start your project today. LittaTrap™ More information is available at www.enviropod.com THE LEADING CATCH BASIN INSERT TECHNOLOGY ENVIROPOD™ HAS OVER 25 YEARS OF DEVELOPING AT-SOURCE TREATMENT OVER 50,000 ENVIROPOD™ INSTALLATIONS WORLDWIDE IMPLEMENTED BY MUNICIPALITIES AND BUSINESSES WARRANTY ON STATIC PARTS 8 YEAR With improvements over the last 25 years the EnviroPod™ LittaTrap™ catch basin treatment system is one of the world’s best. The intuitive and adaptive design allows easy install and operation in all forms of stormwater catch basin infrastructure. The design maximizes hydraulic conductivity and storage volume. ENVIROPOD.COM N ENVIROPOD™ A STORMWATER360-COMPANY ENVIROPOD.COM EASY MAINTENANCE INSTALLATION - CURB INLET AND GRATE INLET Maintenance is a simple process that requires no confined space entry. Maintenance can be quickly undertaken using a vacuum truck or it can be maintained manually by hand. Lift the LittaTrap™ out of the catch basin using the LIFT handles. Tip the contents out of LittaTrap™ into suitable receptacle for contents.Reuse the LittaTrap™ by placing securely back into the surrounding frame and seal, and close grate. 1 Lift 2 Tip 3 Reuse 16 9 5 U S 0 5 / 2 1 Contact William Harris Vice President - EnviroPod Inc. (909) 499-7298 will@enviropod.com Captured trash from one LittaTrap™ Scan QR code to download installation manual or go to: www.enviropod.com/resources/installation Catch basin size (inch) LittaTrap FC Model Size Bracket length (inch) Min Max Min Max Bracket width (inch) Basket collar size Length (inch) Width (inch) Basket Depth (inch) Basket Dimensions Length (inch) Width (inch) LTFC303012 X 12 9 34 10 5818 10 58 10 589 8 127 12 B PLAN BENVIROPOD SEAL REMOVABLE ENVIROPOD INSERT ENVIROPOD BASKET NTS SHEET DATE :SCALE :CHECKED :DRAWN : DATEREV #REVISION DESCRIPTION BY NUMBER REV :A ENVIROPOD BASKET GRATED INLET BATTEN PRECAST CONCRETE CATCH BASIN LT-3030-BRACKET SECTION B OF CATCH BASIN FLOW AND STORAGE SPECIFICATION Catch basin size (inch) LittaTrap FC model size Screen area (in2) Capture volume (ft3) Design flow rate (CFS)1 Maximum treatable flow rate (CFS)2 Bypass flow rate (CFS)3 12 x 12 LTFC3030 194.5 0.17 0.49 0.98 1.47 MODEL SIZING SPECIFICATION Notes: 1. Design flow rate taken at 50% includes safety factor 2. Maximum treatable flow rate at 50% maximum capture volume 3. Factor set bypass based on bypass orifice dimensions BASE DRAWING IMPERIAL VERSION APPROVED R.P. D.T. A A B ADDED SIZING TABLE B.V. R.P.D.T.28.01.22 FOR USE IN THE U.S.A LITTATRAP LT3030 SPECIFICATION DRAWING ALUMINUM BRACKET GROSS POLLUTANT BASKET I • ~ ...,. -6" • • -ilt II I I I I I I I I I ------r , I 111 1111111111 / I -.----- / ENVIROPOD™ A STORMWATER360™ COMPANY LOW COST CATCHPIT INSERT FOR REMOVAL OF LITTER AND GROSS POLLUTANTS For installation you will need: • Measuring Tape • Box Knife • Rotary Hammer Drill and 10mm (3/8”) Masonry Bit • Socket Set with 13mm (1/2”) & 17mm (11/16”) Sockets • Battery Drill/Driver & 8mm (5/16”) Socket Bit LITTATRAP.COM INSTALLATION MANUAL t◄ ENVIROPOD™ LITTATRAP.COM WARNING It is essential to follow any local or national Occupational Health and Safety Laws when installing or maintaining LittaTrap™ filters. Ensure all required Personal Protection Equipment (PPE) is worn at all times and Traffic Management rules are adhered to. When maintaining the LittaTrap™ follow all local or national guidelines for manual lifting whenever hand maintenance is actioned. We recommend checking your local website for a Site Specific Safety Plan before undertaking any installation. Personal Protection Equipment (PPE) is required when installing or maintaining a LittaTrap™. This will mean long sleeves, long pants, Hi-Viz, and closed shoes. We also recommend the use of gloves when maintaining the LittaTrap™. When maintaining the LittaTrap™ by hand it is essential to identify and assess the weight of the captured material before lifting, as weights can vary depending on the filter contents. For additional advice on the relevant Health and Safety requirements we recommend that you consult your local website. All treatment devices require maintenance to remove trapped contaminants and prevent overflow bypass or flooding. Due to the variable nature of stormwater pollution and localised site pollutant loadings, maintenance frequencies vary for different sites and different rainfall characteristics. It is recommended to inspect your LittaTrap™ frequently over the first year of operation to determine seasonal and annual maintenance requirements. The LittaTrap™ filter should be maintained when it is approximately 2/3 filled with pollutants or if the filter fabric becomes blocked from hydrocarbons, organics or sediment. Maintenance is carried out by lifting the filter insert out of the frame assembly using ‘J’ hooks and emptying into a suitable vessel or trailer to be taken away from the site and disposed of appropriately for the contaminants. Please ensure that all care is taken when disposing of litter as the rubbish caught could contain sharp and dangerous objects. If there are no “J” hooks the bag can be lifted out by the pulling the Filterbag handles. If the filter fabric is clogged, it should be water blasted into a contained vessel prior being fitted back into the frame assembly. When carrying out maintenance of the LittaTrap™, it is essential to inspect the overflow bypass slots at the top of the filter insert to ensure no pollutants have been caught and may restrict the flow. If the LittaTrap™ insert is too heavy to lift by hand, it will need to be maintained using a vacuum inductor truck. When cleaning using a vacuum inductor truck it is essential to take care to not damage the bag from the induction boom. Sediment and pollutants should be vacuum inducted until approx 3/4 empty, and then the remainder lifted and emptied by hand. SITE SAFETY HEALTH AND SAFETY MAINTENANCElir t!4 ENVIROPOD'" LITTATRAP.COM ENVIROPOD. C O M ENVIROPOD . C O M OPTIONAL EXTRAS Part H - x1 Oil Absorbant Pouches Part G - x1 Liner HG C D A F I Part A – x1 Bracket Part F – x1 FilterbagPart C – x1 Filterbox Part D Plastic Seals Part B Masonry Anchor Bolts Part E Self Drilling Hexhead Screws B E SUPPLIED COMPONENTS Part I - x1 Extension Flap t!4 ENVIROPOD'" LITTATRAP.COM 01 A A A B BRACKET INSTALLATION STEP 01 Place the Bracket support at approximately 200mm below the grate or low enough to intercept any kerb entry inlet and ensure it is level. Using the Masonry Drill, drill holes into the pit wall using the Bracket holes as guidelines. Insert the Anchor Bolts and using the 13mm (1/2”) socket, secure through the bracket into the wall and tighten to secure. t!4 ENVIROPOD'" LITTATRAP.COM 02 AC STEP 02 Place Filterbox onto the bracket & position below grate opening. FILTERBOX INSTALLATION t!4 ENVIROPOD'" LITTATRAP.COM FILTERBOX INSTALLATION STEP 03 Measure & trim Plastic Seals to size with Box Knife to seal gaps between Filterbox & pit wall. Make sure the Plastic Seals are flush with the Filterbox inside edge and do not overlap the inside face. 03 AD t!4 ENVIROPOD'" LITTATRAP.COM 04 AE STEP 04 Secure the unit using the Battery Drill to screw the Self Drilling Screws through the Plastic Seals into the Filterbox and into Bracket. Complete on all sides. FILTERBOX INSTALLATION t!4 ENVIROPOD'" LITTATRAP.COM LITTATRA P . C O M STEP 05 Complete the LittaTrap by lowering the complete Filterbag into the pit. Reposition & close grate. 05 AF 10 9 2 V 1 . 0 FILTERBAG INSTALLATION & FINAL ASSEMBLY t◄ ENVIROPOD™ ATTACHMENT 2 Trash Capture BMP Maintenance Information Use this checklist to ensure the required information has been included in the Structural BMP Maintenance Information Attachment: Preliminary Design/Planning/CEQA level submittal: Attachment 2 must identify: Typical maintenance indicators and actions for proposed trash capture BMP(s) based on Section 7.7 of the BMP Design Manual Final Design level submittal: Attachment 2 must identify: Specific maintenance indicators and actions for proposed trash capture BMP(s). This shall be based on Section 7.7 of the BMP Design Manual and enhanced to reflect actual proposed components of the trash capture BMP(s) How to access the trash capture BMP(s) to inspect and perform maintenance Features that are provided to facilitate inspection (e.g., observation ports, cleanouts, silt posts, or other features that allow the inspector to view necessary components of the trash capture BMP and compare to maintenance thresholds) Manufacturer and part number for proprietary parts of trash capture BMP(s) when applicable Maintenance thresholds for BMPs subject to siltation or heavy trash (e.g., silt level posts or other markings shall be included in all BMP components that will trap and store sediment, trash, and/or debris, so that the inspector may determine how full the BMP is, and the maintenance personnel may determine where the bottom of the BMP is . If required, posts or other markings shall be indicated and described on structural BMP plans.) Recommended equipment to perform maintenance When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management LittaTrap™ Operations and Maintenance Guide ENVIROPOD.COM N ENVIROPOD™ A STORMWATER360-COMPANY 2 | ENVIROPOD.COM | 3 The Enviropod The Enviropod® LittaTrap™ is an innovative catch basin inlet filter (insert) device designed to be easily installed into new and existing stormwater catch basins of any size or configuration. The Enviropod® LittaTrap™ can be installed in grate (drop) inlets, curb inlets, combination grate/ curb inlets, or round manhole catch basins. Figure 1: Enviropod® LittaTrap™ example catch basin applications shows these types of installations. The Enviropod® LittaTrap™ is an effective stormwater treatment technology that is designed to capture and remove a variety of stormwater pollutants conveyed in runoff, such as trash, debris, sediment, macro or micro plastic debris and other pollutants of concern. In addition, the Enviropod® LittaTrap™ maintains catch basin hydraulic capacity and allows for easy maintenance when completely full of trash and debris. The Enviropod® LittaTrap™ is available in a range of standard model sizes and configurations. The Enviropod LittaTrap FC model is also approved for use by numerous State and local agencies throughout the USA as well as certified by the California State Water Resources Control Board, Trash Implementation Program. The Enviropod LittaTrap FC model is fitted with a “full capture” liner that insures 100% of particles 5mm and over are captured in the trap. The Enviropod® LittaTrap™ FC also includes an optional hinged vector port seal (HVPS) when installed in a grated inlet or combination inlet catch basin, if required. The HVPS allows visual inspection under the basket for access by local or State Vector Control field personnel. In addition, the design of the HPVS has been approved by the Mosquito Vector Control Association of California (MVCAC) for California certified full trash capture applications. Components and Operation During a storm event, stormwater runoff flows enter a catch basin through a grate (drop) inlet, curb inlet, combination inlet or manhole type structure. The downward flow is intercepted and captured by the Enviropod® LittaTrap™ device that is placed inside the entry portion of these catch basin types. Once flow enters the Enviropod® LittaTrap™, the Enviropod® LittaTrap™ seals and basket collar direct the flow over the bypass slots and into the basket and optional liner (as applicable). The LittaTrap™ seals are adjustable to ensure all particles diverted into the basket and liner will not cause “short-circuiting” or create early bypass of the design volume of runoff or treatment flows. The LittaTrap™ filter box sits on a support bracket that cantilevers off a single wall of the catch basin. The support bracket is located approximately 8 inches below the surface level creating a driving head to increase the maximum bypass flow rate without causing surface ponding. The support bracket has been structurally designed to take the load of the basket that is filled with sediment, while the peak bypass flow is conveyed into the catch basin. The patented Enviropod LittaTrap™ gross pollutant basket incorporates a structural batten that has three functions: 1. Constrains the basket preventing the expansion or “bulging” so the basket can be easily removed when full of material. 2. Maintains a secondary flow path around the basket for bypass flows; and 3. Maximizes the screen area and material storage volume of the basket. Enviropod® LittaTrap™ FC Grate Inlet Catch Basin Application Enviropod® LittaTrap™ Curb Inlet Catch Basin Application Enviropod® LittaTrap™ Combination Inlet Catch Basin Application Enviropod® LittaTrap™ Manhole Catch Basin Application Figure 1: Enviropod® LittaTrap™ example catch basin applications Figure 2: Enviropod® LittaTrap™ FC Operation Figure 3: Enviropod® LittaTrap™ FC Bypass Operation Grate Inlet Curb Inlet Combination Inlet Manhole Catch Basin FILTER BOXFILTER BOX ADJUSTABLE SEALSADJUSTABLE SEALS ENERGY DEFLECTOR SUPPORT BRACKETSUPPORT BRACKET SUPPORT BRACKET STRUCTURAL BATTENS STRUCTURAL BATTENS GROSS POLLUTANT BASKET GROSS POLLUTANT BASKET OVERFLOW (BYPASS) SLOT OVERFLOW (BYPASS) SLOT LittaTrap™ 4 | ENVIROPOD.COM | 5 Inspection and Maintenance Procedures HEALTH AND SAFETY: Enviropod recommends that owners check and utilize any applicable State and local regulatory requirements for applying a Site-Specific Safety Plan before undertaking any installation, inspection, or maintenance service. Personal Protection Equipment (PPE) is required when installing, inspecting, or maintaining a Enviropod® LittaTrap™. Field personnel shall utilize personal protection equipment (PPE) as required, including gloves, long sleeve shirts or outwear, long pants, Hi-Viz clothing as well as steel toe shoes. For additional advice on the relevant health and safety requirements, we recommend that you consult the local health and safety regulator. INSPECTIONS: All stormwater inlet filter devices require routine inspection and maintenance service to ensure continued functionality of the device as well as identify and remove trapped contaminants and to minimize bypass. Due to the variable nature of stormwater pollution, annual rainfall characteristics and localized site pollutant loadings, maintenance service frequencies can vary for any catch basin location. It is recommended to inspect the LittaTrap Enviropod® LittaTrap™ at least four times per year during the first year of operation to determine seasonal and annual maintenance requirements. First year inspection service frequency is recommended by conducting one inspection visit for every three months after a LittaTrap™ Inlet Filter device is installed and is placed in operation. However, if there is a presence of a high potential loading activity within the drainage area, it’s recommended that catch basin inspection frequency be revised. High loading activity in the upstream drainage area may include the following: • A high number of trees or vegetation. • Construction activity. • Uncovered or unsealed roadways Additional inspections are recommended after major storm events. The LittaTrap™ should be inspected after a major storm event to check for any unforeseen damage or to find evidence of illicit discharge. MAINTENANCE FREQUENCY Maintenance of the Enviropod® LittaTrap™ is recommended when more than 75% of the maximum trash capture volume of the LittaTrap™ model size installed. Maintenance frequency is typically conducted 1 or 2 times per year, depending on pollutant load conditions within a particular drainage area. If applicable, maintenance frequency shall be conducted as per any local municipal or State stormwater permit requirements. MAINTENANCE PROCEDURES The Enviropod® LittaTrap™ maintenance service involves two activities. These activities are as follows: 1. Routine removal and emptying of the gross pollutant basket and liner (if used); and 2. Inspection for any structural damage or flow impedance. The recommended maintenance procedure for grate (drop) inlets or combination grate/curb inlet catch basins is for the end-user or maintenance service contractor to conduct maintenance service by “hand” to reduce operational cost. Each Enviropod® LittaTrap™ basket is fitted with lifting handles on four sides of the basket, so that maintenance personnel will have no personal contact with the captured and retained pollutants. Enviropod also recommends the use of a vacuum induction truck (ie; vactor truck or heavy industrial vacuum equipment) for the maintenance of curb entry catch basin LittaTrap inlet filter devices. Enviropod® LittaTrap™ FC Hand Maintenance It is recommended that the Enviropod® LittaTrap™ FC basket and liner be emptied when 75% Full. To empty the Enviropod® LittaTrap™ FC, it is a simple one-minute exercise “Lift, Tip, Replace”. The following steps detail hand maintenance: 1. Establish a safe working area per typical catch basin service activity. 2. Remove grate/access cover. 3. Remove the basket and liner with two lifting hooks or lift by hand through the loops on the top of the basket. Excess debris should be scooped out first if the basket is over half full. 4. Pour contents of the basket and liner into a disposal container. 5. Replace grate. Enviropod® LittaTrap™ FC Vactor Maintenance The steps for induction maintenance are detailed below: 1. Establish a safe working area per typical catch pit service activity. 2. Remove grate/access cover. 3. Vacuum accumulated debris from the basket. 4. Vacuum contents from the base of the catch basin (if required). 5. Inspect basket, filter box, and seals for any damage. 6. Replace grate/access cover. Figure 5: Enviropod® LittaTrap Hand Maintenance Figure 6: LittaTrap Vactor Maintenance Figure 4: LittaTrap seen with 1mm liner installed to target micro-plastics such as plastic pellets. Hand maintenance shown. 6 | ENVIROPOD.COM | 7 CURB ENTRY CATCH BASIN MAINTENANCE For curb entry catch basins, the geometry of the Enviropod® LittaTrap™ basket allows a vactor hose to enter the basket through the curb opening, as shown in the figure below. Alternatively, baskets can be accessed through the catch basin access manhole. ENVIROPOD LITTATRAP BASKET AND FULL CAPTURE LINER CLEANING. Material trapped in the Enviropod® LittaTrap™ basket and or full capture liner is easily removed by shaking the basket or tapping the basket against a hard surface. If required a power washer can used to remove excess sediment or debris trapped in the screen RECORD-KEEPING MAINTENANCE PROCEDURES • Following maintenance and/or inspection, Enviropod recommends that the owner or maintenance service contractor 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 mechanisms. • The owner shall retain the maintenance/inspection records in accordance with local and/or state requirements. REQUIRED EQUIPMENT AND MATERIALS FOR MAINTENANCE ACTIVITIES. The following equipment is helpful when conducting Enviropod® LittaTrap™ Grate Inlet and Curb Inlet inspections and maintenance: • Recording device (pen and paper form, voice recorder, iPad, etc.) • Personal protection equipment (protective footwear, gloves, hardhat, safety glasses, high visibility clothing, etc.) • Traffic control equipment (cones, barricades, signage, flagging, etc.) • Manhole hook or pry bar • Flashlight • Tape measure • Vacuum truck (optional) • Pressure washer (optional) • Replacement oil absorbent pouches (Optional) REPAIR OR REPLACEMENT PROCEDURES. In the unlikely event of an Enviropod® LittaTrap™ FC structural component requiring repair, the system can be easily uninstalled by reversing the installation procedure. Once uninstalled, any faulty part or component can be replaced. VECTOR CONTROL ACCESSIBILITY (California Specific) As part of the Enviropod LittaTrap Inlet Filter “Full Trash Capture” certification by the California State Water Resources Control Board, all certified full capture treatment control devices, such as inlet filters, must be able to allow easy access to the interior of any catch basin structure so that inspectors from the Mosquito Vector Control Association of California (MVCAC) may inspect, observe and treat any potential mosquito activity or biological growth occurring inside a catch basin structure. Therefore, the Enviropod® LittaTrap™ FC grate (drop) inlet device can be equipped with a “Hinged Vector Port Seal” (HPVS) component that will allow full visual access of the catch basin floor or other internal areas beneath the Enviropod LittaTrap FC model. In the event that a HVPS component is required anywhere in the State of California, an HVAC component shall be included and installed in any Enviropod LittaTrap Grate Inlet Filter device application. The HVPS takes the form of a spring-loaded hinged rubber seal. The inspection seal is easily lifted to 90 degrees with a J hook inserted into the lifting eye attached to the seal. This action provides a clear opening for inspection across the front face of the catch basin. Upon release the hinged seal automatically closes ensuring no gaps of 5mm or larger exist between the seal and the catch basin wall. The hinged vector port seal can be opened with the catch basin grate closed with the use of a J Hook. 8 | Inspection and Maintenance Form ADDRESS: OWNER/LOCATION NAME: DATE: INSPECTOR NAME/COMPANY Catch Basic Name/Number Percentage Full of Trash/Debris (Mark X in appropriate box)Condition of the LittaTrap Good/Poor (Requires Attached?) Annual Weighting factor Comments 0-25%25-50%50-75%75-100% COMMENTS: Please include 3 photographs of each catch basin with the grate closed, grate open and upstream catchment. Is the LittaTrap more than 75% full? >75%: Proceed with maintenance. If 50-75%: Maintenance recommended in the next 2 months. QR CODE FOR THE ONLINE SURVEY Download the ArcGIS Survey123 app on Android or Apple. No sign-in required, simply scan the QR code and complete. Enviropod will send you the Inspection or maintenance report. ABOUT ENVIROPOD EnviroPod is Australasia’s leading catch basin insert technology provider. The company has over 25,000 installs of its technology worldwide, including catchment wide retrofits. The LittaTrap is a result of 25 years’ of research, implementation and operation of source treatment solutions. For further information please see www.enviropod.com International patent numbers for : CA– 2,810,974 ; USA – 9,642,658 ; AU – 2011302712 ;NZ – 588049 . Other patents pending. 1 7 4 4 L T U S A O & M M a n u a l v 1 LittaTrap™ fl ENVIROPOD™ A STORMWATER360~ COMPANY Education Resource ENVIROPOD.COM STORMWATER POLLUTION Identify, evaluate and quantify the source of marine pollution LittaTrap™ 2 | WHAT IS STORMWATER? When rainwater falls onto a hard, sealed, impermeable surface (such as roofs, roads, driveways, carparks and footpaths) it cannot soak into the ground. Instead, it runs off the surface. This runoff water is called stormwater. It flows overland via gutters and drains into a network of underground pipes and open waterways. From here it flows, mostly untreated, into our streams, rivers , and eventually to lakes and out to sea. STORMWATER POLLUTION Urban stormwater is a global major concern and is an increasingly concerning issue with rapid urban growth and aging stormwater infrastructure. A lot of stormwater runoff is not treated, and any plastic, rubbish or pollutants that are caught up in the stormwater drains directly into the waterways. STORMWATER POLLUTION MONITORING To better understand the impact of land-based pollution on the marine environment , the use of a ‘source treatment’ device allows students to identify, evaluate and quantify the source of marine pollution. By engaging with technology and using scientific knowledge, students help their communities understand the problem and come up with achievable solutions Stormwater Pollution Education A source treatment device The LittaTrap is an innovative stormwater drain insert which simply sits inside a catch basin and when it rains, catches and retains plastic, pollutants and litter caught up in the runoff before it can reach the rivers, lakes and oceans. By retaining pollutants before they enter the stormwater system, students are able to evaluate what and how much is caught in each LittaTrap, and then explore environmental issues, engage in problem solving, and act to improve the environment. LittaTrap™ LittaTrap™ 3 | Students will need: Sturdy shoes, gloves, high vis vest (if near the road) TWO adults to lift the drain lid Bucket or container to empty trap contents into, space for sorting, counting and recording rubbish and a record sheet Monitoring the LittaTrap Below is a guide on how to monitor the LittaTrap, evaluate material caught and record the data. ROAD SIDE DRAIN INSTALLED LITTATRAP SAFETY ASPECTS TO BE AWARE OF: • If the drain is located on the roadside or near traffic - road cones need to be in placed to alert traffic. • All students and adults on the road need to be wearing High Vis vest. • You will need to have one adult dedicated to being a spotter person looking out for passing traffic. • Please take extra care when lifting the lid of the sump, it can be heavy. This is to done by an adult only. Make sure not to leave the drain unattended while the lid is lifted. LittaTrap™ 4 | PROCESS TO BE CARRIED OUT: Emptying the LittaTrap • Adult to lift drain lid, while second adult is watching for traffic. • Wearing gloves - students to remove basket insert from the trap and carry to the footpath away from the road. • Empty contents into a bucket/bag. Make sure to get everything that might be stuck to the basket. Replace basket back into the LittaTrap frame, take care and make sure the basket is fully inserted into the trap frame. • Adult to close drain lid. Evaluating pollutants caught Back in class (or a space sheltered from the wind), students to sort the contents collected. • Please wear gloves and take extra care around sharp objects. Spread out the rubbish well so sharp items can easily be seen. • Sort into category piles, count the number of pieces and record on record sheet ( preferable on Google Docs so information can be shared and analysed). • Litter collected to be either stored in separate category containers (if wanting to keep to share with community) or disposed of in appropriate bin. Students to empty and monitor the LittaTrap once a week/fortnight for 6-8 weeks (depending on time available) to understand size of pollutant loading LittaTrap™ 5 | Results and Reporting Get students to create graphs to display data collected with example questions: How much each week? What was the most common pollutant? Was there more rubbish when it rained? What is the catchment area of the stormdrain? How many drains are in the street? What would be the expected amount of litter caught if all the pits had catchpit inserts? Can you work that out over the size of your community? Get students to think about and research the following: Where is the rubbish coming from? What problems could this have in the marine and freshwater environments? How long does it take for different pollutants to breakdown in the marine environment? What can we do to change this? INFO@ENVIROPOD.COM FOR MORE INFORMATION ENVIROPOD.COM By /EnviroPodLittaTrap @enviropod_littatrap @EnviroPodCanada 0 0 e LittaTrap™ 6 | Stormwater Data Sheet School/group: Class: Date: Week 1 2 3 4 5 6 7 Date Total Plastic Food wrappers Soft plastic Hard plastic Bottle caps Cups/containers Cigarettes Lighters Rope/net Plastic utensils Straws Straw wrappers Polystyrene Smaller than thumb size Larger than thumb size Metal Aluminium/tin cans Foil Bottle tops or can tabs Small hard metal pieces Glass Bottles Jar Glass fragments Rubber Rubber Fragments Balloon Processed wood Cardboard Paper Wood Fabric Fabric pieces Chewing gum Chewing gum Other Total: LittaTrap™ ATTACHMENT 3 City standard Trash Capture BMP Exhibit [Use the City’s standard Trash Capture BMP Plan.] ASSUMPTION OF RESPONSIBLE CHARGE AS OF ____________, I HEREBY ASSUME RESPONSIBLE CHARGE FOR THE DESIGN CHANGES TO THIS DRAWING. BY RCE# EXP. DATE FIRM ADDRESS CITY, STATE, ZIP TELEPHONE 3 SAMUEL M. BELLOMIO 90818 12-31-2023 WARE MALCOMB 3911 SORRENTO VALLEY BLVD., SUITE 120 SAN DIEGO, CA 92121 (858) 638-7277 9-20-2023 REPLACE EX. AREA DRAIN WITH12"x12" BROOKS BOX CATCH BASIN. INSTALL BIOCLEAN CATCH BASIN INLET FILTER 3 39-20-23 REPLACE CATCH BASIN, ADD TRASH CAPTURE,ADD ASSUMPTION OF RESPONSIBLE CHARGESB LITTATRAP LTFC3030 4 4 2025 2-28-2024 42-28-24 SB CHANGE TRASH CAPTURE BMP MODELUPDATE ASSUMPTION OF RESPONSIBLE CHARGE ■-<--+-+-+-+-410 1-W It lt,O HOT'E': (i) COHS""RUCT CONCRETE WG PER SORSO 0-53 "° -+-+-+-+-+-+-<--+--+-+-+-+-+-+-t-+-t->-+-+-+-+-+-+-+-+-+-+-t-+ .., ... .,.. Itta CONSTRUCT H5'1ClPe 24'" PIPl!:eG K r mo Zt«I ltlO Ztto I--.., .., :c V) .., .., V) PROFllE SCALES HORIZ, 1••20' VERT. 1•-~• 7+2/J 8CM.fl"•ll1 • • • • T- , It I .. -·-·--·---~------·,-----,,.,.A-S-B-U-IL-T""",----, /~ -'Aa1-- 1ta:116.1l.. 0,.--Wl.L. OAlt TRASH CAPTURE MP-5219 1 EA 489-7ABIO GRATE KMF 12-12-12 3 19 3 ATTACHMENT 3 - TRASH CAPTURE BMP EXHIBIT 3 ADD TRASH CAPTURE TO BMP TABLE9-20-23 SB N/A 13 SEMI-ANNUALLY AS-NEEDED LITTATRAP LTFC3030 4 42-28-24 SB CHANGE TRASH CAPTURE BMP MODEL SWMPNO 15-2' .•. I • .ru I