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Home My WebLink AboutCT 2018-0002; AVIARA APARTMENTS EAST; STORM WATER QUALITY MANAGEMENT PLAN; 2022-09-13CITY OF CARLSBAD PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR [INSERT GR No. _________] ENGINEER OF WORK: PREPARED FOR: PREPARED BY: PREPARATION / REVISION DATE: 04/22/2022, 06/21/2022, 09/13/2022 LDAOISAS .V IALPA N C 47945 LIVIC FTA OE ILACF T SREGIS NRO AII NEERO TEREDP R O FESSI NAL E NGExp. 12/31/23 Aviara Apartments (East) Project IDs: CT2018-0002/SDP 2018-0002/CDP 2018- 005/HDP 2018-0001/HMP 2018-0001/EIR 2018-0001 Drawing Number: 535-1B _____________________________________________ Alisa S. Vialpando, RCE #47945 Aviara East Housing LP 600 California Street, Suite 900 San Francisco, CA 94108 (619) 814-1281 Hunsaker & Associates San Diego, Inc. 9707 Waples Street San Diego, CA 92121 (858) 558-4500 TABLE OF CONTENTS Certification Page Project Vicinity Map FORM E-34 Storm Water Standard Questionnaire Site Information FORM E-36 Standard Project Requirement Checklist Summary of PDP Structural BMPs Attachment 1: Backup for PDP Pollutant Control BMPs Attachment 1a: DMA Exhibit Attachment 1b: Tabular Summary of DMAs and Design Capture Volume Calculations Attachment 1c: Harvest and Use Feasibility Screening (when applicable) Attachment 1d: Infiltration Feasibility Analysis (when applicable) Attachment 1e: Pollutant Control BMP Design Worksheets / Calculations Attachment 1f: Trash Capture BMP Requirements Attachment 2: Backup for PDP Hydromodification Control Measures Attachment 2a: Hydromodification Management Exhibit Attachment 2b: Management of Critical Coarse Sediment Yield Areas Attachment 2c: Geomorphic Assessment of Receiving Channels Attachment 2d: Flow Control Facility Design Attachment 3: Structural BMP Maintenance Thresholds and Actions Attachment 4: Single Sheet BMP (SSBMP) Exhibit Attachment 5: Geotechnical Report CERTIFICATION PAGE Project Name: Aviara Apartments (East) Project ID: 535-1B 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 Alisa S. Vialpando Hunsaker & Associates San Diego, Inc. 06/22/2022 47945 12/31/23 PROJECT VICINITY MAP CANNON RO ADF A R A D A Y AVE PALOMAR AIRPORT ROAD C O L L E G E BLVDP O IN T S E T T IA AVE CAMINORE A L E L VICINITY MAP:AVI ARAPARKWAYLAUREL TREELANE 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 STAND requirements, REQUIREMENTS,requirements. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the city. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A completed and signed questionnaire must be submitted with each development project application. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. PROJECT INFORMATION PROJECT NAME: APN: ADDRESS: The project is (check one): New Development Redevelopment The total proposed disturbed area is:ft2 ( ) acres The total proposed newly created and/or replaced impervious area is:ft2 ( ) acres If your project is covered by an approved SWQMP as part of a larger development project, provide the project ID and the SWQMP # of the larger development project: Project ID SWQMP #: Then, go to Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. This Box for City Use Only City Concurrence: YES NO Date: Project ID: By: E-34 Page 1 of 4 REV 02/22 STORM WATER STANDARDS QUESTIONNAIRE E-34 INSTRUCTIONS: x 1305 Aviara Parkway 212-040-56-00 1.4964,904 53,287 1.22 CT2018-0002 N/A Aviara Apartments (East) {'city of Carlsbad Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750 www.carlsbadca.gov project will either be subject to' ARD PROJECT' 'STANDARD PROJECT' with TRASH CAPTURE or be subject to 'PRIORITY DEVELOPMENT PROJECT' (PDP) □ □ □ □ E-34 Page 2 of 4 REV 02/22 STEP 1 TO BE COMPLETED FOR ALL PROJECTS 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)? go to Step 6 is Justification/discussion: (e.g. the project includes only interior remodels within an existing building): development project go to Step 2. STEP 2 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: Is your project LIMITED to one or more of the following: YES NO 1.Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: a)Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; OR b)Designed and constructed to be hydraulically disconnected from paved streets or roads; OR c)Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets guidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in accordance with the USEPA Green Streets guidance? 3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? go to Step 6, mark EXEMPT Discussion to justify exemption ( e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): go to Step 3. X X X X To determine if your project is a "development project", please answer the following question: □ □ If you answered "yes" to the above question, provide justification below then , mark the box stating "my project not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant information. If you answered "no" to the above question, the project is a ' ' ' □ □ □ □ □ □ If you answered "yes" to one or more of the above questions, provide discussion/justification below, then the second box stating "my project is from PDP ... " and complete applicant information. If you answered "no" to the above questions, your project is not exempt from PDP, E-34 Page 3 of 4 REV 02/22 * Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat Management Plan; and any other equivalent environmentally sensitive areas which have been identified by the City. STEP 3 TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1)): YES NO 1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site?This includes commercial, industrial, residential, mixed-use,and public development projects on public or private land. 2. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surface?This includes commercial, industrial, residential, mixed-use, and publicdevelopment projects on public or private land. 3. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside development project includes development on any natural slope that is twenty-five percent or greater. 5. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is a land area or facility for the temporary parking or storage of motor vehicles used personally forbusiness or for commerce. 6. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious street, road, highway, freeway or driveway surface collectively over the entire project site?A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. 7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? 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 quare feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles per day. 10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land and are expected to generate pollutants post construction? 11. Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC 21.203.040) If you PDP. If your project is a redevelopment project,go to step 4. If your project is a new project,go to step 6,check the first box stating,PDP complete applicant information. STANDARD PROJECT .Go to step 5, complete the trash capture questions.. X X X X X X X X X X X □ □ □ □ □ □ □ □ □ □ □ □ "Discharging Directly to" □ □ □ □ RGO's that meet the following criteria: (a) 5,000 s □ □ □ □ □ □ answered "yes" to one or more of the above questions, your project is a "My project is a ... " and If you answered "no" to all of the above questions, your project is a ' ' 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) = 0 sq. ft. □ 161 Total proposed newly created or replaced impervious area (B) = 53,287 sq. ft. Percent impervious area created or replaced (B/A)*100 = 82 % If you answered "yes", the structural BMPs required for PDP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 6, check the first box stating, "My project is a PDP ... " and complete applicant information. If you answered "no," the structural BM P's required for PDP apply to the entire development. Go to step 6, check the first box statinQ, "My project is a PDP ... " and complete applicant information. STEPS TO BE COMPLETED FOR STANDARD PROJECTS Complete the question below regarding your Standard Project (SDRWQCB Order No. 2017-0077): YES NO Is the Standard Project within any of the following Priority Land Use (PLU) categories? R-23 (15-23 du/ac), R-30 (23-30 du/ac), Pl (Planned Industrial), CF (Community Facilities), GC (General □ □ Commercial), L (Local Shopping Center), R (Regional Commercial), V-B (Village-Barrio), VC (Visitor Commercial), 0 (Office), VC/OS (Visitor Commercial/Open Space), Pl/O (Planned Industrial/Office), or Public Transportation Station If you answered "yes", the 'STANDARD PROJECT' is subject to TRASH CAPTURE REQUIREMENTS. Go to step 6, check the third box stating, "My project is a 'STANDARD PROJECT' subject to TRASH CAPTURE REQUIREMENTS ... " and complete applicant information. If you answered "no", your project is a 'STANDARD PROJECT'. Go to step 6, check the second box stating, "My project is a 'STANDARD PROJECT' ... " and complete aoolicant information. STEPS CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION ~ My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) per E-35 template for submittal at time of application. 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. 0 My project is a 'STANDARD PROJECT' subject to TRASH CAPTURE REQUIREMENTS and must comply with TRASH CAPTURE REQUIREMENTS of the BMP Manual. I understand I must prepare a TRASH CAPTURE Storm Water Quality Management Plan (SWQMP) per E-35A template for submittal at time of application. Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply. 0 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: Aviara East Housing LP Applicant Title: ~N\o/-?~er-~'-:ilO-. Applicant Signature: J4!1ll , Date: 4 \ \ \ ~ fJ) V' I (/ E-34 Page 4 of 4 REV 02/22 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) Existing Impervious Area (subset of Parcel Area)________ Acres (____________ Square Feet) Area to be disturbed by the project (Project Area)________ Acres (____________ Square Feet) Project Proposed Impervious Area (subset of Project Area)________ Acres (____________ Square Feet) Project Proposed Pervious Area (subset of Project Area)________ Acres (____________ Square Feet) Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the Project. This may be less than the Parcel Area. Aviara Apartments (East) CT2018-0002 1305 Aviara Parkway 212-040-56-00 0 0 65,0521.49 65,0521.49 531241.22 0.27 11928 Description of Existing Site Condition and Drainage Patterns Current Status of the Site (select all that apply): Existing development Previously graded but not built out Agricultural or other non-impervious use Vacant, undeveloped/natural Description / Additional Information: Existing Land Cover Includes (select all that apply): Vegetative Cover Non-Vegetated Pervious Areas Impervious Areas Description / Additional Information: Underlying Soil belongs to Hydrologic Soil Group (select all that apply): NRCS Type A NRCS Type B NRCS Type C NRCS Type D Approximate Depth to Groundwater (GW): GW Depth < 5 feet 5 feet < GW Depth < 10 feet 10 feet < GW Depth < 20 feet GW Depth > 20 feet Existing Natural Hydrologic Features (select all that apply): Watercourses Seeps Springs Wetlands None Description / Additional Information: x x x x x Per the Geotech Report, Groundwater was found at 21.5’ below grade. x The site consists of vegetation grown since being graded. □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ 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]: Storm water on this site is conveyed naturally from the southern portion of the site to- ward an existing head wall at the north west end adjacent to Aviara Parkway. The head wall connects to an existing cleanout at Aviara Parkway. The northern portion of Laurel Tree LN. drains northerly to commingle with the site runoff in the existing conditions. The runoff from the site flows via storm drain along Aviara Parkway and discharges into an existing head wall. The flows commingle with "Canyon de las Encinas" which flows in a westerly direction for approximately 1.4 miles before discharging into the Pacific ocean. Description of Proposed Site Development and Drainage Patterns Project Description / Proposed Land Use and/or Activities: List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features): List/describe proposed pervious features of the project (e.g., landscape areas): 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: x x The proposed land use for this site is a multi-family apartment building along with amenities including recreational and communal areas. The proposed impervious structures for this site include roadways, driveways, buildings, parking areas and hardscaping. Proposed pervious features include landscaped areas with a variety of vegetation. Grading is proposed on-site and will introduce changes to the existing topography. The existing drainage will be changed per the proposed drainage conveyance system. The proposed condition includes the installation of on-site BMPs that will connect to the existing storm drain system at the location of the existing head wall. □ □ □ □ Identify whether any of the following features, activities, and/or pollutant source areas will be present (select all that apply): On-site storm drain inlets Interior floor drains and elevator shaft sump pumps Interior parking garages Need for future indoor & structural pest control Landscape/Outdoor Pesticide Use Pools, spas, ponds, decorative fountains, and other water features Food service Refuse areas Industrial processes Outdoor storage of equipment or materials Vehicle and Equipment Cleaning Vehicle/Equipment Repair and Maintenance Fuel Dispensing Areas Loading Docks Fire Sprinkler Test Water Miscellaneous Drain or Wash Water Plazas, sidewalks, and parking lots xx x x x x x x □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ Identification of Receiving Water Pollutants of Concern Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable): List any 303(d) impaired water bodies within the path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable), identify the pollutant(s)/stressor(s) causing impairment, and identify any TMDLs for the impaired water bodies: 303(d) Impaired Water Body Pollutant(s)/Stressor(s)TMDLs Identification of Project Site Pollutants Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see Table B.6-1 below): Pollutant Not Applicable to the Project Site Anticipated from the Project Site Also a Receiving Water Pollutant of Concern Sediment Nutrients Heavy Metals Organic Compounds Trash & Debris Oxygen Demanding Substances Oil & Grease Bacteria & Viruses Pesticides X X X X X X X X X X X X X Pacific Ocean Shoreline Indicator bacteria, Total coliform Indicator bacteria, enterococcus, fecal coliform, total coliform Trash Capture BMP Requirements The project must meet the following Trash Capture BMP Requirements (see Section 4.4 of the BMP Design Manual): 1) The trash capture BMP is sized for a one-year, one-hour storm event or equivalent storm drain system, and 2) the trash capture BMP captures trash equal or greater to 5mm. Description / Discussion of Trash Capture BMPs: Hydromodification Management Requirements Do hydromodification management requirements apply (see Section 1.6 of the BMP Design Manual)? Yes, hydromodification management flow control structural BMPs required. No, the project will discharge runoff directly to existing underground storm drains discharging directly to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. No, the project will discharge runoff directly to conveyance channels whose bed and bank are concrete-lined all the way from the point of discharge to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. No, the project will discharge runoff directly to an area identified as appropriate for an exemption by the WMAA for the watershed in which the project resides. Description / Additional Information (to be provided if a 'No' answer has been selected above): x No infiltration proposed on this site. Implementing MWS as a full trash capture BMP. □ □ □ □ Critical Coarse Sediment Yield Areas* *This Section only required if hydromodification management requirements apply Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas exist within the project drainage boundaries? Yes No, no critical coarse sediment yield areas to be protected based on WMAA maps If yes, have any of the optional analyses presented in Appendix H of the manual been performed? H.6.1 Site-Specific GLU Analysis H.7 Downstream Systems Sensitivity to Coarse Sediment H.7.3 Coarse Sediment Source Area Verification No optional analyses performed, the project will avoid critical coarse sediment yield areas identified based on WMAA maps If optional analyses were performed, what is the final result? No critical coarse sediment yield areas to be protected based on verification of GLUs onsite. Critical coarse sediment yield areas exist but additional analysis has determined that protection is not required. Documentation attached in Attachment 8 of the SWQMP. Critical coarse sediment yield areas exist and require protection. The project will implement management measures described in Sections H.2, H.3, and H.4 as applicable, and the areas are identified on the SWQMP Exhibit. Discussion / Additional Information: x□ □ □ □ □ □ □ □ □ Flow Control for Post-Project Runoff* *This Section only required if hydromodification management requirements apply List and describe point(s) of compliance (POCs) for flow control for hydromodification management (see Section 6.3.1). For each POC, provide a POC identification name or number correlating to the project's HMP Exhibit and a receiving channel identification name or number correlating to the project's HMP Exhibit. Has a geomorphic assessment been performed for the receiving channel(s)? No, the low flow threshold is 0.1Q2 (default low flow threshold) Yes, the result is the low flow threshold is 0.1Q2 Yes, the result is the low flow threshold is 0.3Q2 Yes, the result is the low flow threshold is 0.5Q2 If a geomorphic assessment has been performed, provide title, date, and preparer: Discussion / Additional Information: (optional) x POC-1 will be located where the existing head wall meets the proposed on-site storm drain at the northwestern corner of the site adjacent to Aviara Parkway. The storm collected at the site continuing to POC-1 will outlet to the City Municipal Separate Sewer System (MS4). □ □ □ □ Other Site Requirements and Constraints When applicable, list other site requirements or constraints that will influence storm water management design, such as zoning requirements including setbacks and open space, or City codes governing minimum street width, sidewalk construction, allowable pavement types, and drainage requirements. Optional Additional Information or Continuation of Previous Sections As Needed This space provided for additional information or continuation of information from previous sections as needed. There is a protected habitat and 50' buffer along the northern boundary of the site that constrains any proposed BMPs near Encinas Creek E-36 Page 1 of 4 Revised 02/22 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 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)-- 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 x x x x x xx x x x x Aviara Apartments (East) CT2018-0002 535-1B C cityof Carlsbad A. □ □ □ B. □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750 www.carlsbadca.gov □ □ 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 xxx x x Proposed work limits do not encroach on existing sensitive natural features. Impervious areas will be directed to pervious area where applicable. Efficient irrigation will also be proposed. There are no heard-court recreation areas proposed. All proposed impervious eventually discharge into Proprietary Biofiltration BMPs, thus mitigating storm water discharge to the MS4. . □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ 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: are not proposed will be labeled with stenciling or signage to discourage dumping (SC-F) Interior work surfaces, floor drains & are not proposed will not discharge directly or indirectly to the MS4 or receiving waters Drain lines (e.g. air conditioning, boiler, are not proposed will not discharge directly or indirectly to the MS4 or receiving waters are not proposed will not discharge directly or indirectly to the MS4 or receiving waters Provide discussion/justification for source control BMPs that will not be implemented (either partially or fully): x x x x Trash and Refuse storage areas will be covered and enclosed; trash area will drain to sanitary sewer. There are no additional outdoor work areas proposed. □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ • Storm drain inlets and catch basins ... □ □ • □ □ sumps ... • □ □ etc.) ... • Fire sprinkler test water ... □ □ E-36 Page 4 of 4 Revised 02/22 Form Certification This E-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:Alisa S. Vialpando 06/22/2022 36 Form is intended to comply with applicable requirements of the city's BMP Design Manual. I --(__}{L_o. K #n ~ ./....J I I SUMMARY OF PDP STRUCTURAL BMPS PDP Structural BMPs All PDPs must implement structural BMPs for storm water pollutant control (see Chapter 5 of the BMP Design Manual). Selection of PDP structural BMPs for storm water pollutant control must be based on the selection process described in Chapter 5. PDPs subject to hydromodification management requirements must also implement structural BMPs for flow control for hydromodification management (see Chapter 6 of the BMP Design Manual). Both storm water pollutant control and flow control for hydromodification management can be achieved within the same structural BMP(s). PDP structural BMPs must be verified by the City at the completion of construction. This may include requiring the project owner or project owner's representative to certify construction of the structural BMPs (see Section 1.12 of the BMP Design Manual). PDP structural BMPs must be maintained into perpetuity, and the City must confirm the maintenance (see Section 7 of the BMP Design Manual). Use this form to provide narrative description of the general strategy for structural BMP implementation at the project site in the box below. Then complete the PDP structural BMP summary information sheet for each structural BMP within the project (copy the BMP summary information page as many times as needed to provide summary information for each individual structural BMP). Describe the general strategy for structural BMP implementation at the site. This information must describe how the steps for selecting and designing storm water pollutant control BMPs presented in Section 5.1 of the BMP Design Manual were followed, and the results (type of BMPs selected). For projects requiring hydromodification flow control BMPs, indicate whether pollutant control and flow control BMPs are integrated together or separate. The selection of the proposed pollutant control and flow control (hydromodification) BMPs was based on section 5.2 of the BMP Design Manual. From Form I-7 (harvest and Use Feasibility Checklist), Harvest has been deemed infeasible. Per the proposed development’s Geotechnical Report prepared by Geo Soils, Inc., full infiltration is infeasible due to high proba- bility of groundwater mounding which would potentially cause adverse effects to proposed im- provements and existing adjacent improvements. For the same reason the infiltration rate has been limited to 0.01 in/hr or less. Please refer to form I-8\ Attachment 1-d Furthermore, the proposed site improvements as well as protected habitat along the northern boundary of the site (within Encinas creek) have limited the possible locations for a Bioretention BMP to an area abutting the proposed building to the east. This poses a potential issue with lateral earth pressure from the proposed building on a BMP with loose soil. Additionally, there is a potential issue with infiltration occurring so close to the building foundation. For these reasons, we decided to incorporate proprietary Type BF-3 BMPs (Proprietary Biofiltration BMPs). Because partial infiltration is feasible on site, open bottom vaults have been used. For hydromodification management and flood control, two underground vaults are proposed UDB-1 and UDB-2. Runoff from the northern area (DMA2) is conveyed to Modular Wetland unit (BMP-2), which will treat flows for pollutant control. BMP-2 Proprietary biofiltration BMP has been sized per Appendix B.6 of the City Manual using Worksheet B.6-1. Please refer to Attachment 1.e for calculations. The discharge from the MWS unit (BMP-2) is routed to the underground detention vault (UDB-2) near the northwest property corner, and then released to the existing 18-inch storm drain. Discharge from UDB-2 is managed by a system of orifices and weirs within a proposed riser within UDB-2, which outlets at POC-1. Runoff from the southern drainage area is collected by catch basins and conveyed to the underground hydromodification detention vault (UDB-1) near the southeast property. The UDB-1 underground vault will be used to store the required fraction of the designed captured volume (1.75 DCV in our case), and regulate flows to downstream proprietary biofiltration BMP (Modular Wetland BMP-1) following Section B.4.2 from the City Manual. Two orifices (0.625”) were sized to draw-down the required water quality volume (1.75 DCV) within 58 hrs, the required time to biofilter 92% of the annual runoff volume per Figure B.3-1. The orifice equation was used to determine the outflow from the vault (UDB-1) when it is filled to the depth associated with 1.75 DCV. The proposed BMP-1 was designed and sized to accommodate the said flow from the vault, with an additional safety factor. (The design flow rate corresponds with the rates from the provided certified testing from the manufactor (bioclean)). Please see the sizing letter in attachment 1e. In purpose to meet hydromodification\ detention requirements, additional orifices were sized and located above the water quality ponding depth along the outlet structure's height (located within the vault). The vault’s discharge (UDB- 1) and the BMP-1 discharge will be conveyed via a proposed 18-inch storm drain to the existing 18-inch storm drain near the northwest property corner. SD County Automatic Worksheets B.1 and B.2 (V.02) were used to determine the design captured volume for each drainage area, and the required minimum retention, respectfully. Vaults outlet structures and volumes have bee designed and determined using continuous simulation hydrologic modeling to demonstrate compliance with the performance standards for hydromodification management in Carlsbad. UDB-2 is an underground detention basin comprised of five (5) storm water open-bottomed detention boxes each with the width, length and height of 7.5’, 15’ and 6’, respectively. Discharge from UDB-2 is managed by a system of orifices and weirs within a proposed storm drain cleanout, which outlets to POC-1. Wetland, model MWS-L-4-8), which will treat Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. DWG _________ Sheet No. __________ Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): x x -Type of BMP: BF-3, Proprietary Biofiltration BMP. -Description of BMP: Modular Wetland® Volume Based Model MWS-L-4-6 w/ 3140 CF of treatment capacity. Unit located in the southwest corner of the site downstream of UBD-1 -Who will certify construction of this BMP? Hunsaker & Associates San Diego -Who will be the final owner of this BMP? Owner -Who will maintain this BMP into perpetuity? Owner BMP-1 SSBMP 1 OF 1 □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. DWG _________ Sheet No. __________ Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): x x -Type of BMP: BF-3, Proprietary Biofiltration BMP. -Description of BMP: Modular Wetland® Flow Based Model MWS-L-4-8 w/ 0.085 CFS of treatment capacity. Unit is located in the northeast corner of the site upstream of UBD-2 -Who will certify construction of this BMP? Hunsaker & Associates San Diego -Who will be the final owner of this BMP? Owner -Who will maintain this BMP into perpetuity? Owner BMP-2 SSBMP 1 OF 1 □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. DWG _________ Sheet No. __________ Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): x x UDB-1 SSBMP 1 OF 1 -Purpose discussion: UDB-1 will also aid in mitigating Q100; see this project’s Drainage Report. UBD-1 is located in the southwest corner of the site and has a storage capacity of 9890.46 CF, with a unit's total depth of 5.67' -Who will certify construction of this BMP? Hunsaker & Associates San Diego -Who will be the final owner of this BMP? Owner -Who will maintain this BMP into perpetuity? Owner □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. DWG _________ Sheet No. __________ Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): x x UDB-2 SSBMP 1 OF 1 -Purpose discussion: UDB-2 will also aid in mitigating Q100; see this project’s Drainage Report. UBD-2 is located in the northwest corner of the site and has a storage capacity of 3467.38 CF, with a unit's total depth of 5.67' -Who will certify construction of this BMP? Hunsaker & Associates San Diego -Who will be the final owner of this BMP? Owner -Who will maintain this BMP into perpetuity? Owner □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ ATTACHMENT 1 BACKUP FOR PDP POLLUTANT CONTROL BMPS This is the cover sheet for Attachment 1. Check which Items are Included behind this cover sheet: Attachment Sequence Contents Checklist Attachment 1a DMA Exhibit (Required) See DMA Exhibit Checklist on the back of this Attachment cover sheet. typically required) Included Attachment 1b Tabular Summary of DMAs Showing DMA ID matching DMA Exhibit, DMA Area, and DMA Type (Required)* *Provide table in this Attachment OR on DMA Exhibit in Attachment 1a Included on DMA Exhibit in Attachment 1a Included as Attachment 1b, separate from DMA Exhibit Attachment 1c Form K-7, Harvest and Use Feasibility Screening Checklist (Required unless the entire project will use infiltration BMPs) Refer to Appendix B of the BMP Design Manual to complete Form K-7. Included Not included because the entire project will use infiltration BMPs Attachment 1d Infiltration Feasibility Analysis (Required unless the project will use harvest and use BMPs) Refer to Appendix D of the BMP Design Manual. Included Not included because the entire project will use harvest and use BMPs Attachment 1e Pollutant Control BMP Design Worksheets / Calculations (Required) Refer to Appendices B, E, and I of the BMP Design Manual for structural pollutant control and significant site design BMP design guidelines Included Attachment 1f Trash Capture BMP Design Calculations (Required unless the entire project will use permanent storm water quality basins) Refer to Appendices J of the BMP Design Manual for Trash capture BMP design guidelines Included Not included because the entire project will use permanent storm water quality basins (i.e. infiltration, biofiltration BMPs) x x x x x x □ (24"x36" Exhibit □ □ □ □ □ □ □ □ □ Use this checklist to ensure the required information has been included on the DMA Exhibit: The DMA Exhibit must identify: Underlying hydrologic soil group Approximate depth to groundwater Existing natural hydrologic features (watercourses, seeps, springs, wetlands) Critical coarse sediment yield areas to be protected (if present) Existing topography and impervious areas Existing and proposed site drainage network and connections to drainage offsite Proposed grading Proposed impervious features Proposed design features and surface treatments used to minimize imperviousness Drainage management area (DMA) boundaries, DMA ID numbers, and DMA areas (square footage or acreage), and DMA type (i.e., drains to BMP, self-retaining, or self-mitigating) Structural BMPs (identify location and type of BMP) Tabular DMA Summary xx x x x x x x x x x x □ □ □ □ □ □ □ □ □ □ □ □ Attachment 1a DMA Exhibit DMA 2-A DMA 1-A DMA 1-D DMA 2-D BMP-2 BMP-1 UDB-1 UDB-2 TRASH & REFUSE STORAGE OF 4 1 PREPARED BY: CITY OF CARLSBAD, CALIFORNIA AVIARA APARTMENTS DMA MAP PROJECT BOUNDARY DMA BOUNDARY SUBAREA ACREAGE DMA ICON IMPERVIOUS - ROAD/SIDEWALK/ DRIVEWAY IMPERVIOUS- ROOF/BUILDING LANDSCAPE HYDROLOGIC SOIL TYPE POINT OF COMPLIANCE STRUCTURAL BMP DMA 1 LEGEND SOIL TYPE BOUNDARY NOTE: ALL LANDSCAPE SHALL USE NATIVE AND DROUGHT TOLERANT PLANT SPECIES TO CONFORM WITH SD-K IN APPENDIX C SEE LEFTSEE RIGHTUNDERLYING SOIL GROUP: A & D APPROXIMAE DEPTH TO GROUNDWATER IS 21.5' AREAS TREATED PER DWG. NO. 535-1 SELF-MITIGATING AREAS ------ loo.oo ACRES! I I '----- EX .., ------1/ I /I I I~ !I 20 SCALE 1"= 20' 40 60 I I I I 1/ I /I I I 1/ I I I 1/ I I I /I I I I I I I ~ CONNECT I O EX. /,-Ex. Z2'' D I J , I 11 I I I ~I I ~ I 1 l1 d ------- \ '< O' \ \ \ \ ~ ~ -- \ \ \ \ \ \ I I I I I I I I I I I I \ >< • I ' ' I I' L ~I, I 11 I I I I I' \ ' \ . ' ~sft ~- EAE/WA A::. rrrncy,,,,,.,_ I Q ," 0.06 ACRES ,, , ,, ,, ,, ftfr'--. """.:z----, , D , -- 97.82 FS I I L,~ 1 o s ------,.1, I I I ')- ~ \ _, \ \ 1 \ *" : "--.I ,....___ -----= - ~ == ------------- 1 ' ' ' j __...-: - 7.BJ FS I I I I I .---::; .---::; I I I HUNSAKER & ASSOCIATES SAN DIEGO, INC PLANNING 'l707 Waples Street ENGINEERING San Diego, Ca 92121 SURVEYING PH(658)558-4500 • FX(658)556•1414 ~J ---===== !I I I I I I I I / I I I I I I 1/ / MAP 0 ai OF 4 2 PREPARED BY: CITY OF CARLSBAD, CALIFORNIA AVIARA APARTMENTS DMA MAP BMP-1 BMP-2 UDB-1 UDB-1 PROJ[CT NUtf[l[R PROJECT NAME SITE SPECIFIC DATA /5410 AV'.ARA APMTMENTS EAST C/L W£TlAN{)M£D/A 8£0 PROJffT LOCATION CARLSBAD, CA PATEN'TFD'"-~-+-+,.-~ STRUCTURE ID BMP 1 TREATMENT REQUl.9ED VOLUME BASW (CF) FLOW BASED (CFS) JJ4D N/A Tl?E/!MENT HGL !Wl1/lABLE {FTi 2.7 PEAK BYPASS fi'EQU!/i'EO {CFS) -If APPUCABLE OFfl.1N£ PiPE DATA I.E. MATERIAL Dl.4MUER 1.1-/LET PIPE 1 89.11 PVC 6" OUTLET PIPE 88 . .'I PVC 5" P.'?ETR[ATM[NT 810.~IL TRA TION DISCHARGE RIM £LE IAT/ON 97.94 9194 97.94 SURFACE LOAD h'-20 IND!RECT N/A h'-20 INDIRECT FRAME & COVER J,t." X 42" OPEN PlANTfR N/A WETLANDMEDlA VOLUME (CY} J.61 CR/r7C£ Sil£ (DIA. INCHES) ¢1J.6']n NOTES: PRtL!MINARY NOT FOR CONSTRUCTION. UPSTREAM BYPJ..SS ELEVAT/'JN MUST BE SET AT 90.9 ,1 INSTALLATION NOTES I. CONTRACTOR TO PROV/DE AU l.ABOR, EQWPMENT, MATERIALS AND .INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND APPURTENANCES IN ACCORDANCE WITH THIS DRA'IY/NG AND THE 9Z94 RJM/FG MANUF"ACTURERS' SP[ClrlCAT/0NS, UNLESS 0Th£RWIS£ STATED /N f PERIMIT[R ~ID AR£4 0/JTlfl PIP[ SEE NOTES C/L PLAN VIEW MANUF"ACTURER'S C'JNTRACT. TREATMENT HGL/ "--'-------'-' 2. UNIT MUST 8[ /NSTALL[D ON L[V[L DASI. MANU(A.CTURrn UPSTREAM 8'/PASS R[CQMME!vDS A MINIMUM 6# LEffL ROCI{ BA:;.T UNLE';,-S SP£C!R£0 BY £LEVA7JON Tl-!£ PROJECT [NG/NEER. CONTRACTOR IS R£SP()NS!Bl£ FOR VERIFYING PH0JECT ENGINEER'S RECOMMENDED BAS£ SPEC/r!CAT!ONS. 4. CONTRACTOR TC SUPPLY AND INSTALL. ALL. EY.TERNAL CONNECTING PIPES. ALL PJP[S MUST 8E FLUSH /WTH INSlDE SURFACE or CONC.~FTF (P/PF.S CANNOT lNTR/J{)F FJFYON{) Fl /JSft). INVFRT (),• OUTFLOW PIPE MUST 8[ FLUSH wm-1 D!SCHMG[ CHAMBER FLOOR, ALL PIPES SHALL 8£ SE.A.LED WATERTIGHT PER MANUFACTURER'S STMOARD CONNECTION DETA!L. FLOW CONTROL RISER 1£ DIJT •. _J L,·-o·_J L •. ~s·--n· ~ DIWN DOWN UN£ ~ <> PRE-AUER CA/ITRJDGE INLET PIPE SEE NOTES HATCH ITTJllA"DN PLANT ESTABUSHMENT M£Dt4 LEFT END VIEW • "' 5. CONTRACTOR RESPONSIBLE FOR /NSTALLAllON OF ALL PIPES, RISERS, MANHOLES, AND HATCHES. CONTRACTOR TO USE GROUT AND/OR BRICKS TO MATCH ,:;ovrRS WIT!-i F/M5H£D SURFACE Ut/LESS SPECIFIED OTHERWISE. 6. 1/EGETATION SUPPLIED AND !NSTALL£D BY OTHERS. ALL UNITS WITH 1/[GETATI0N MUST f-1,AV[ DRIP OR SPPAY IRRIGAT/0'1 SUPPUED AND lNSTAUED BY OTHERS. ELEVATION VIEW ➔'1----;::g: ___ __,f-.-REQUiR[D TREATMOfT VOLUME (ff) 3, 14/J DRA!NDOWN DURATION (h'OURS) 56 LOW INFLOW PIPE DISCLOSURE: 7 CONTRACTOR RESPONSIBLE FOR i::0NTACTING BIO CLEAN FOR ACT/V,A TJ0N OF UNIT. MANU~ACTURER'S WMRANTY lS VOID WITWJUT PR0PFR J,U/VAT!0N RY A RIO Cl FAN RFPRFSFNTATIVF. fT iS RECOMMENDED THAT A SUFFICIENT VJ,R/ATl0N IN ElEVATl0N 2£TWffN THE I.A/LU AND OUTLET BE PR0'/1D£0 TO ALLOW FOR ACCIJMi.JlATJ0N OF SEDIMENT 1N THE PRE-TREATUENT CHAMBER. Fi/LURE TO DO SO MAY RESULT 1N BLOCKAGE AT .INFLOW PDINT{S) WHICH ~y CAUSE UPSTRDM FW0£'11VG. GENERAL NOTES I. MANUF"ACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. 2. 1-L!_ DlMfNSIONS, ELEVATIONS, SPtC/FICATl'JNS AND CAPAClT/£5 AR[ SUBJECT TO Ch'ANCE. FOR PROJECT SP[-:)IFIC DRAWINGS DETAIUNC EXACT DIMENSIONS, WDCHTS AND ACr:FSS0RIF:S Pl FASF CONTACT F!/0 Cl FAN. Storm Trap® MODULAR CONCRETE STORMWATER MANAGEMENT AVIARA APARTMENTS EAST-UDB---1 CARLSBAD CA ~ ... _ PR0PRIITARY AND CGNFIDOIT/AI_· ~fl.ANbs IH£ 1/YFORMAOON r:f!NfA.Wt.7J .W ~ /J/XIJMD/r I": TH£ SG/.£ f'R0{'£R1Y Of FOi?lfRR4 .'II{) •15 COMr#llt.""S Tf/!S OOCtJ/1[//T,. ::,=,~~=~~~.%:.a-NOR MIY PARi ,'1/EREGF, "'1Y B£ iJS[[)_ llff>PO[)if.fl! OR l,l(J[Jl(1£l) ,,o",J}!I =•~ 1/Wlf!I R)f{93N mu,rs c>'i IN .'1/Y /1),/11/£/1 WfTH Olff ilff WRffl[',' C(}l{5[NT ()F fOKffR/iA. r,;,o,ri,,v,rs-rco,,; RIGHT END VIEW 1--ffRAGE DISCHARGE RATE PER MWS UNIT{GPM) 103 OPEF/A"NC H£4D (FT) 2 .. 7 W£TL4NDMEDIA INFlLTRAT!0N HATE {IN/HR) 28 f-----------'--'----'----OR ----1 WULANDM[OfA LOADING RAT[ (GPM/SI) 0.28 Bio ~Clean MWS-L---4---6---9 '---9 "-V STORM WATER BIOFIL TRA TION SYSTEM STANDARD DETAIL SHEET INJEX PAGE DESCRIPTION 0.0 COVER SHEET 1.0 SINGLE RAP DESIGN CR TE~IA 2.0 SINGLE RJ'..P LAYOUT DE AILS 2.1 SINGLETRAP LAYOUT DETAILS (CONT'D) 3.0 SINGLE RAP INST.ALLATICN SPECIFICATIOI\S 3.1 SINGLE RAP INST.ALLATICN SPECIFICATIOI\S 3.2 SINGLE RA.P INST/1LLATICN S PECIFIC1\TIOI\ 3 L.Q SINGLE-RA-.P BACKFILL SPECIFICATIONS 4.1 SINGLE RA.P BACKFILL SPECIFICATIONS (CONT'D) 5 .. 0 RECOMMENDED PIPE OPENING SPE:::IFICATIONS 5.1 RECOMMENDED ACCESS CPENl')G SPECIFICATIO~JS 6.0 SPLASH PAD & GEOWEB DETAILS 6. / SPLASH PAD & GEOWEB DETAILS (CONT'D', 6 .. 7 SPI ASH PAD I AvOLJT 11FTAII 7 .. 0 SINGLE-RAP MODJLE TY=>ES 8.0 OUTLET CONTROL STRUCTURE DETAIL STORMTRAP CONTACT INFORMATION STORMTRAf· SLPPLIER: STORtl/TRAP CONTACT NAME: CHARLIE CARTER CELL PHONE: 760-212-5628 SALES EMAIL: CCARTER@STOR MTRAP .COM Storm Trap· f\OIDIS usrm tJ, [1-<TTP,//Sltll,IIW~IElffJ 1287 WI~ P.ARl<.W6.Y ~L.L.E, IL 60446 P:815-941-4549 / F:331-318-5347 ENGINEER INFORMATION, HUNSAKER & ASSOCIATES 9707 WAPLES STREET SAN DIEGO, CA 92121 858-558-4500 PROJECT INFORMATION, AVIARA APARHJENTS EAST UDB-1 CARLSBAD, CA CURRENT ISSUE DATE, I 8/29/2022 ISSUED FOR, APPROVAL REV DATE: ISSUED FOR: 5 8/29/22 APPROVAL 4 8/26/22 APPROVAL 3 B/22/22 APPROVAL 2 8/5/22 APPROVAL 1 6/27 /22 SUBMITTAL SCALE: NTS UDB---1 PAGE TITLE: COVER SHEET DWN BY: KL KL KL BS DG UDB-1 PAGE NUMBER: 0.0 SITE SPECIFIC DATA PROJECT NUMBER 15470 PROJECT NAME AV/ARA APARTMENTS fAST PROJECT LOCATION CARLSBAD, fl. STRUCTURE ID BMP 2 TREATMfiVT REQUIRED VOLUME BASfD (CF) FLOW BASED (CFS) N/A 0.085 TREATMfNT HGL AVA/LAB/£ (FT) N/K P£lK BYPASS REQUIRED (,:;rs) IF APPUCABlf 1.09 PIPE DATA I.E. MATERIAL DIAMETER /NW f'.'f'E r 92 .15 rvc 10· OUTLET PIPE 89.63 PVC 10" PRUR[ATMfNT {]fOr/UP.ATION 0/SC//ARG[ RIM ELEVAT/QN 96.96 96.96 96.96 SURF.~CE LOAD .4-20 INDIRECT N/A .4-20 INDIRECT FRAME & CCVER 36" X J6" OPEN PLANTER N/l WtiL4NDMW!I--VULUMt {CY) J.61 ORmCE SIZE {DIA. INCHES) ~1.42· (OTES: PREL/11.INARY NOT .~CR CONSTRUCTION. INSTALLATION NOTES CON/NAC.:IUN /U PHUV.'UL ALL LA.UO!i, UJU/1-'Ml_fvi, MAlWIALS ANO INCIDENTAlS R[0U!RED TO OFFl.OAD ANO INSTALL Tf-1[ SYSTEM ANO APPURTE"IANCES IN ACCORDANCE WITH THIS DRAWING AND THE MANUFACTURERS' SPECIFICATIONS, UNLESS OTHERWISE STATED IN MANUFACTURER'S CONTRACT. ?. I/NIT MUST RF INSrAI IF[) ON .1 fVFI RASF. MANI/FAU/IRFR RECOMMENDS A MINIMUM 6" LEVEi_ ROCK BASE UNLESS SPEC/rtED BY THE PROJ[Ci [NG!N[ff:. CONT.RACTOR IS RESPONSIBLE F0.9 VERIFYING PROJECT ENG/NffR'S REC0MMtNDED BASE SPEC!F/Ck!.IONS. 4. CONTRACTOR TO SUPPLY AND NJSTALL ALL EXTERNAL CONNECT.ING PIPES. Ai.L P/P[S MUST 8£ FLUSH WI Th' INSIDE SURFACE OF CONCRITE {PIPES CANNOT INTRUDE BEYOND FLUSH}. INVERT OF OUTFLOW' PIPE MUST BE FLUSH WITH DISCHAF?GE CHAMBER Fl.DOR. ALL PIPES SHALL BE SfALED WATERTIGHT PER MANUFACTURER'S STANDARf, CONNFCTI0N DFTA!!. 5. CONTRACTOR RESPONSIBLE FOR INSTALLATION OF All PIPES, RISERS, MANHOLES, AND HATCHES. CONTRACTOR ID USE (JRO/JT ANO/OR BRICKS TO MATCH COVERS WITH FIMSHED S/J,f?FJ.CE UNLESS SPECIFIED OTHERWISE. 6. VEGETATION SW'PLIED AND INSTALLED BY OTl-fERS. All UNITS WITH V[G[TAT!ON MUST .I/AV[ Di?IP CR SPRAY iRRlGAT!ON SUPPU[O AND INSTALLED BY OTHERS. 7. CONTRACTOR RESPONSIBLE FOR CONTACTlNG BIO CLEAN FOR ACTl'/ATI0N OF UNIT. MANUFACTURER'S WARRANTY IS VOID WITh'0UT PROPER Ai::TIVAT!ON BY A 8/0 Ci.EAN R£PR£S£NTATIVE. GENERAL NOTES v!'R17CAL UNDERDRAIN PAT£1ll£IJ MANIFOW PERIMETER VOID AR£4 DRAIN DOWN LINE $ INLET PIPE Sff NOTES DIJTL£T PIP[ SEE NOTES PLAN VIEW C/L 96.96 RIM/Frl 1£ DUT s·_J L,,_D,_J Ls· · ~5'-D.__:_,_i · ELEVATION VIEW INTERNAL BYPASS DISCLOSURE: THE D[SIGN AND CAPACITY OF TH[ PEAK CONVEYANCE MITHOD TO 8£ R81[W£D AND APPR0IED BY THE £NC/NEER OF RECORD. HCL(S) Al PEAK Fl.OW SHALL BE ASSESSED TO ENSUHE NO UPSTREAM FLOODING. PUK HGi. AND BYPASS CAPACfTY SHOWN ON DRJ.WIN'J AR£ USED FOR GI.//DANC[ Gr/LY. I :... ·' ~ ------0 LEFT END VIEW HATCH 6·_j~-----a·-o·-----i . ~ 9•-0·------< RIGHT END VIEW TREATMENT FLOW (CFS) QPERATWG l1EAD (FT) PRETREATMENT LOADING RATE (CPM/sr) WETi..AJvD MEO/A LOADING RATE (GPM/SF) • <o ' ~ " "' "' ~ ' "' PLANT ESTABLISHMENT MEDt4 0.085 2.5 1.5 1.0 /. M.A.N/JfAC/U/-ftf( /0 1-'fi'OV!Ot ALL MA/tHIALS UNLtSS 0lHtliW/St NOlt!J. 2. ALL DIMENSIONS, aEYMIO!v'S, SPECIFICMIONS i'iND CAP/'iCiTl[S /iR[ SU8../ECT TO i::HANGE. FOR PROJfCT SPEC/RC DHAWINGS DETA/UNG EXACT DIMENSIONS, WDC.4TS AND ACCESSORIES PL£A'5E CONTACT BIO CLEAN. ~. ,. _ P?.JPRIETARY AND C'JNF!DENTIAL: ~TLANM N INfDR/J!lTTON IX/N!Nlk.7) IN 00 !XIC(IM[//T 15 TH£ SOI£ flfS _, ,,or ,.-,,,,,,wm "' OIE "'IDI£ o, Pi?GPElfft OF FVRITT?RA NliJ ITS CO/JfWl/f5. THIS ffXIJMt."'W. ~ ~ •~ .'!41S/ll: ~;z,.i,;-WVl1: //(Jr( AIIY ?ART Tl<EREOF. l«Y 9£ IJS£fJ, REPf!O[}()(;E() OR VOi. ,..,....,at=·~ lfi'"11 FMIGII "'""""" Iii ANY /JANI/El? 'Mlli /JIJI" T1iE Wfl!rm: CONSOIT OF FOMff/RA r:,I/DIJ>,',rum;PCJat: Bio ~Clean ......... MWS-L---4-8-7'-3"-V STORMWATER BIOFIL TRATION SYSTEM STANDARD DETAIL STRUCTURAL DESIGN LOADING CRITERIA LIVE LOACING: AASHTO HS-20 HIGHWAY LOADING GROUND W1\TER TABLE: BELOW INVERT 8F SYSTEM SOIL BEARING PRESSURE: 40:JOPSF SOIL DENSITY: 120 PCF EQUIVALENT UNSATURATED LATERAL ACTIVE EA~TH PRESSURE: 35 PSF / FT [:.)UIVALCNT SATURAT[D I ATFRAI ACTIVF FA=?TH PRFSSlJRF: 80 PSF/FT. (IF WATE~ TABLE PRESENT) APPi ICARI F CODFS: ASH.1 C857 AC -318 BACKFILL -YPE: SEE UDE-1 PAGE NUMBER 4.0 ~:JR l:lACKrlLL 01-'IIONS SIORMIRAP SYSll:.M INfORMAIION WATER STORAGE PROV: 9,890.L6 CU3IC FEET UNIT HEADROOM: 5'-8" Slr-.JLE-R,11,P STONE FOUNJATION AREA: 2,tl 18.13 SQUARE FEET SITE SPECIFIC JESIG~I CRITERIA 1.. STORt,IPAP UNITS SHALL BE MANUFACTURE] A\JD l~JSTALLED ACCORCING TO SHOP DRAWINGS APPROVED BY THE INSTALLING CONTRACTOR AND ENGINEER o=-REC8RD. THE SHOP DRAWINGS SHALL l'\IDICATE SIZE AND LOCATION OF ROOF OPENINGS AND lr,LET/ OUTLET :iIPE TYPES. SIZES, INVERT ELEVATIONS AND SIZE OF OPENINGS. 2.. COVER RANGE: MIN. 1 .30' MAX. 2.1 Q' COI\SULT STOF;M-RAP FOR ADDITIONP.L :ovrn OPTIONS. 3.. A.LL DIMENSIONS AND SOIL CO\JDITIOt~S. lr--.CLUDl~JG BUT NOT LIMITED TO GROUNDWATER AND SOIL BEARING CAPACITY ARE REQUIRED TO B:: VE~IFIED \I THE FIE_D BY OTHERS PRIOR TO STORMTRAP INSTAL~ATION. 4 .. FOR STRJCTURAL CALCULATIONS T-jE GROUr-.O WATER TABLE IS ASSUMED TO EE BELOW INYEF:T OF svSTEl.1 IF WATER TABLE IS DIFTE~U~I IHAN AS'.::iUMl:.Ll, CONIACI SIUHMl"?AI--' .~----~~c-cc~--T-ALLOWAELE MAX GRACE =97.47 L-----~c-=-::-_ _ _ _ _ _ _ _ _ _ _ _ t,LLOWAELE MIN GRACE -96.67 2.1 O' Storm Trap· I\IIENIS USl!D /Z, Dn',//ZICIUTllll'.a:l0'l,IEHl'.I 1287 \\41-0W.1 PARKWAY RQ.ECML.1£ IL 60446 P:815-941-4549 / F:331-318-5347 ENGINEER INFORMATION, HUNSAKER & ASSOCIATES 9707 WAPLES STREET SAN DIEGO, CA 92121 858-558-4500 PROJECT INFORMATION, AVIARA APARTMENTS EAST UDB-1 CARLSBAD, CA CURRENT ISSUE DATE, I 8/29/2022 ISSUED FOR, APPROVAL REV DATE: ISSUED FOR: DWN BY: SEE UDB ·1 PAGE NUMBC:R 4.0 FOR BACKFILL SPECIFICATIONS .30' _-_ - - - - - - - - - - - - - - - - - -_-_ -5 8/29/22 APPROVAL KL 11_ 11_11 11- 11 MIN. 4000 f-''.:;-l:llA"(ING CAf-'ACI I Y TO BE VERIFIED IN FIELD BY GEOTECH ' 3" CRUSHED ANGL_AR STONE -1 WI-H NO Flrs!ES (SEE UDB-1 FAGE NLMBER 4.·J) 5'-8"' SINGLETRAP 6' ------~--~--INSIDE HEIGHT = 94.87 5' -8" :ilNGLETRAP SYSTEM INVERT = 89 .. 20 4 8/26/22 APPROVAL 3 B/22/22 APPROVAL 2 B/5/22 APPROVAL 1 6/27 /22 SUBMITTAL SCALE, NTS UDB---1 PAGE TITLE: S NGLETRAP DESIGI, CRITERIA KL KL BS DG 2'-0" MIN. EXTENSION -·--,-BEYOND PERIMETER or STORMTRAP MODULES ~,, CRUSHED ANGULAR STOhlE UDB---1 PAGE NUMBER, WITII NO I 'l[S CS[[ LJD-1 ~AG= NU~□rn L.0) 1.0 HUNSAKER & ASSOCIATES SAN DIEGO, INC PLANNING 'l707 Waples Street ENGINEERING San Diego, Ca 92121 SURVEYING PH(658)558-4500, FX(858)556-1414 MAP 0 --------------------------------------------------------------------------------------------------------.L.------------"-----------------------....1.---...J"' UDB-1 UDB-2 OF 4 3 PREPARED BY: CITY OF CARLSBAD, CALIFORNIA AVIARA APARTMENTS DMA MAP UDB-2 UDB-2 31LL OF lvlATERIALS QTY. UNIT TYPE DESCRIPTION WEIGI-T 4 I 5'-8" SINGI FTRAP 1/3762 1 1 IV s'-s" SINGLETRAP 17685 4 0 5 4 0 SPIV :, '-1:," SINGLl:. I RAP T2 PANEL 6" THICK PANEL T4 PANFI 6" THICK PANEL .JOINTWRAP 150' PER ROLL JCINTTAPF 1 4,!:;.' PER ROLL TOTAL PIECES = 19 IOl.4L 1-'MJl:.LS = ~ VARIES 3895 :S065 HEAVIE::,T P Cl< WEIGHT = 18,762 C 2 3 4 IV IV IV 5 6 28' IV 2· -aZ:" 7 19' 11 " -4 D SPIVP \ D1 IV I IV \ -s·-LL11:l· 11111 t:====i _______ _l_ __ -\-___ __l _______ _[J ___________ +--~-~ 10'-7"-1..,-. ivP ::·-11:l..1 6'-t:l" I \__HEAVY LINE INDICATES EXTERIOR LEG OF UN TS (TYP) 51"·,L::; lLLll'll'._:\L Jl'l\lr\G I ID~ 1.3".:, F''-F '.:UT _::T 11·1\.'=,3'].20 ,. ~---------------c,53'-~"·-------------~-k-----2-'-7"----- ~--------------------74'-1 oi''--------------------~ STC;UCTURAL DESIGN LOADING CRITERIA LIVl LCAl)ING: AASHTO HS-20 HIGHWAY LOADING GROUND WATER TABLE: BELOW INV::RT OF SYSTEM SOIL BEARING PRESSURE: 4000PS=- SOIL DENSITY: 120 PCF EQUIVALENT JNSATURATED LATERAL ACTIVE EARTH PRESSURE: .)'.) rsr / r I. EQUIVALENT SATURATED LATERAL ACTIVE EARTH PRESSURE: 80 PSF/FT. (IF WATER TABL:: PRESENT) APPLICABLE CODES: ASH; C857 ACl-318 BACKFILL TYPE: SEE UDB-2 PAG:: NUMBER 4.0 FOR BACKFILL CFTIONS STOR~HRAP SYSTEM 11\IFORlvlATION WAIU.: Sl'.JRAGl -'RCV: 3,467.38 CUBIC FEET UNIT HEADROOM: 5'-8" SING_EPAP STONE FOUNDAT ON AREA: 992.22 SOUARE FE::T _I SITE SPECIFIC =:ES GN CRITERIA 1. STORMTRAP UNITS SHALL BE MANUFACTURED At-.J INSTALLED ACCORDING TO SHOP DRAWINGS APPROVED BY THE INSTALLING CONTRACTOR AND ENGINEER OF ~ECORD. THE SHOP ORA\,\/ NGS SHALL INDICATE SIZE AND LOCATION OF RCOF OPENINGS AND INLET/ CUTLET PIPE TYP::S, SIZES. lt-.VERT ELEVATIONS AND SIZE OF OPENINCS. 2. COVER RANGE: MIN. 3.7-!3' MAX. 4.78' co~~SIJLT STORMTRAP FOR ADDITIONAL COVE~ OPTICNS. 3. ALL DIMENSIONS AND SOIL C:)NDITICNS, INCLUDING BUT NOT LIMITED TO GROUNDWATER ti.ND SCI_ BEARING CAP.4CITY .ARE REQUIRED -o BE VERIFIEJ IN THE FIELD BY 0-HERS PRIOR TC STORMTR.4P INSTALLA.TION. 4. FOR STRLCTURAL CALCULATIOHS Tl-:: G~OUND WATER TA.BLE S ASSUMED -o BE BELOW INVERT OF SYSTEM IF WATER TABLE IS DIFFERENT THAN ASSUMED, CONTACT STORMTRAP. ------~===--~-~-~-~-:::-T--,-fl.LLOWABLE MAX GRADE =97.50 ----=-=---____ -_-_-_-_-_-_-_-_-_-_-_-_-_ 1\LLOWt,BLE MIN GR,~.DE -96.50 SEE UDB 2 PAGE NUMBE!s 4.0 FOR BACKFILL SPECIFICATIONS 3.78' ----------------------- I I I =I =II -1-1---- I _I _111_1 MII-.J. 4CJDD PSF :!EARING 2AF·ACI-Y TO BE VERIFIED IN FIELD BY GEOTECH ----------6' ~-----~+---,---INSIDE HEIGHT = 92.22 5'-8" SII\GLETRAP INVE~T = 86.55 l .. SYSTEM e-"-=~~-,-"--'~~~~~~~~~+"'--1------~ : .. 3" CRUSHED ANGULAR STONE_/ WIT'"1 NC FINES (SEE UDB-2 PAGE NUMBER 4.0) s'-s" s NGLETRAP 2'-0" MIN. EXTENSION >--+--BEYOND PERIMETER OF STORMTRAP MODULES '-f" CRUSHED ANGULAR STONE WITH NO Fll\:::S (SEE UDB-2 PAGE NUMBER 4.0:· Storm Trap· Pll1EMl'S USIID .o:r. [lm,//5lllMRlli'~ 1287 V.,f\0-W,,4 Pffl¥Y,IAY Ra.ECMLLE, IL 60446 P:815-941-4549 / F:331-318-5347 ENGINEER INFORMATION: HUNSAKER &: ASSOCIATES 9707 WAPLES STREET SAN DIEGO, CA 92121 858-558-4500 PROJECT INFORMATION: AVIARA APARTMENTS EAST UDB-1 CARLSBAD, CA CURRENT ISSUE DATE: 8/29/2022 ISSUED FOR: APPROVAL REV DATE: ISSUED FOR: DB~~ 5 8/29/22 APPROVAL 4 8/26/22 APPROVAL 3 8/22/12 APPROVAL 2 8/5/22 APPROVAL 6/17 /21 SUBMITTAL SCALE: NTS UDB-1 PAGE TITLE: SINGLETRAP LAYOUT DETAILS KL KL KL BS DG UDB-1 PAGE NUMBER: 2.0 Storm Trap· fl'!Dr.lLJSm/J,[HITP-✓/.11l11,'11W'.~ 1287 \Mto-lAM P~AY Ra.ECMllE, IL 60446 P:815--941-45-49 / F:331-318-5M7 ENGINEER INFORMATION: HUNSAKER & ASSOCIATES 9707 WAPLES STREET SAN DIEGO, CA 92121 858-558-45□□ PROJECT INFORMATION: AVIARA APARTMENTS EAST UDB-2 CARLSBAD, CA CURRENT ISSUE DATE: 8/26/2022 ISSUED FOR: APPROVAL ~EV DATE: ISSUED FOR: 5 8/26/22 APPROVAL 4 8/22/22 APPROVAL 3 8/5/22 APPROVAL 2 7 /6/22 SUBMITTAL 1 6/27/22 SUBMITTAL SCALE: UDB-2 PAGE TITLE: SINGLI: I RAP DESIGN CRITERIA OWN BY: KL KL BS RJL DG UDB-2 PAGE NUMBER: 1.0 Storm Trap® MODULAR CONCRETE STORMWATER. MANAGEMENT AVIARA APARTMENTS EAST-UDB-2 CARLSBAD CA CTY. 6 I 4 2 0 BILL OF MATERIALS utm T"PE DES:RIPTION WEIGHT IV 5'-8" SINGLEnAP 17685 SPIV 5'-8" SINGLEnAP V4RIES TL PANEL 6" -1 IICK ,-,M, -L 3065 JOINTWRAF · 50' PER ROLL JOINTP.PE · 4.5' PER ROLL TOTAL PIECES :: 7 TOTAL PANELS = 4 HEAVIEST PICK WEIGHT = 17,685 SPIV PANEL A1 2 3 SHEET INDEX PAGE DESCRIPTION 0.0 COVER SHEET 1.D Slt<";I FTRAP nFSIGN CF:ITFRIA 2.0 Sll\8LETRAP LA YOU DETAILS 2.1 SINGLETRAP LAYOUT D:::TAILS (COW'D) 3.0 Sll\3LETRA.r INSH1LLATION Sf':_CltlCATlm~s 3.1 Slt<;LETRAP INSTALLATION SF :::CIFICATIDr~S --~.? Sll\:",;I FTRAP lt~STAI I .ATION SF-CIFICATIONS 4.0 Slf-8LETRAP BACKFILL SPECIFICATIGr~S 4.1 Slf-3LETRAP BACKFILL SPECIFICA TIOr~s (CONT'D) 5.0 RECOM'v1ENDEC pIp:-OPENING sp:-c :-IcATIONS 5.1 RECOM'v1ENC,EC ACCESS OPENING SPECIFICATIONS 6.0 SPLASH PAD & GEOWEB DETAILS 6.1 SPLASH PAD & GEOWEB DETAILS (CONT'D' 6.2 SPLASH PAD LA YOIJT □::TAIL 7.0 Slt,:3LETRAP MODULE TYPES 8.0 OUTLET CONTROL STRUCTURE DETAIL STORMTRAP CONTACT IN FOR~JATION STORfATRAP SUPPLIER: s-ORMTRAP CONTACT NAt,IE: CHARLIE CARTER CELL PHONE: 760-212-5628 SALES EMAIL: CCAR I U'\@S I ORM I RAl-'.COM Storm Trap· P/O!NISIISIED Al: .«w-J/mlll!W'~ 1287 WIIO,,\,M F~Y 1,0,ECML1.f. IL 60446 P:815-941-4549 / F:3.31-318-5347 ENGINEER INFORMATION: HUNSAKER & ASSOCIATES 9707 WAPLES STREET SAN DIEGO, CA 92121 858-558-4500 PROJECT INFORMATION: AVIARA APARTMENTS EAST UDB-2 CARLSBAD, CA CURRENT ISSUE DATE: 1 8/26/2022 ISSUED FOR: I APPROVAL REV DATE: ISSUED FOR: OWN BY: 5 8/26/22 APPROVAL KL 4 8/22/22 APPROVAL KL 3 8/5/22 APPROVAL BS 2 7/6/22 SUBMITTAL RJL 1 6/27 /22 SUBMITTAL DG SCALE: MTS UDB-2 PAGE TITLE: CCVER Sf-EET UDB-2 PAGE NUMBER: 0.0 Storm Trap· Al10f:'i USIID Al: [fn-J;';lllMIW'~ 1287 Wto-W,,i PARK\l,!6.Y RO.ECMLlE. IL 00446 P:815-941--4549 / F:331-318-5347 ENGINEER INFORMATION: HUNSAKER & ASSOCIATES 9707 WAPLES STREET SAN DIEGO, CA 92121 858-558-4500 PROJECT INFORMATION: AVIARA APARTMENTS EAST UDB-2 CARLSBAD, CA \ \ CURRENT ISSUE DATE: 8/26/2022 ISSUED FOR: APPROVAL 4 14"¢ OPENING FOR--~ ~~-------------'53'-3i"~------------- 10" PVC I INVFRT=8SL!"i3 ~~'-5"r=--2'-11~" ~EV DATE: ISSUED FOR: D~~ 1'-1~':._ '.-.. A ,.,,.--_-+--- \._ -✓1 SPIVP IV IV 14"¢ 7'-7i" Al , , l¾+"-~- 1 -:--=-:~-=-:;;c-~-~-~-T-[--~-+-----IV ___ __, ____ IV ___ _ OPENING FOR_/, \ Io" PVC 30"; ACCESS OPEN f1G INVERT~86.55 l WITH STEPS (TYP) SPIV P/\l!EL B1 OUTLET CONTROL STRUCTURE (SEE UJB-2 PAGE NUl<BER 8.0) SPIVP A4 7 5 8/26/22 APPROVAL KL 4 8/22/22 APPROVAL KL 3 8/5/22 APPROVAL BS 13•-31•· 4 2 7 /6/22 SUBMITTAL RJL J 1 6/27 /22 SUBMITTAL DG SCALE: '" UDB-2 PAGE TITLE: Sl~GLETRAP LAYOUT DETAILS UDB-2 PAGE NUMBER: I HUNSAKER & ASSOCIATES SAN DIECO, INC PLANNING mn Waples Street ENGINEERING San Diego, Ca 92121 SURVEYING PH(858)55IHSO0, FX(85B)558•1414 2.0 I MAP _____________________________________________________________________________________________________________ ..._ _____________________________________ ...., ___ __, 0 ;,; OF 4 4 PREPARED BY: CITY OF CARLSBAD, CALIFORNIA AVIARA APARTMENTS DMA MAP UDB-1 RISER DETAILS UDB-2 RISER DETAILS (3) WEIR OPEN"GS 6" END I I I , I I I I ISOMETRIC VIEW END PANEL~ 5" INLET OPEi\ NG 1: :H \11 IH'1,,, __ ~! j ----FLCW 5·-11" f--rr --11 J 11 1111 OUTLET OPENING ril 1111 --\\1 1--1 - "'11 II I f. 1--J -- OPENING 30"0 ACC[:5S OP[NING WITH STEPS ----ii='~-" II ---Ni---___ ,::,._ 1111 (3) WEIR OPENINCS II II 8' -2" ci1 1111 -111 OUTLET OPENING-/Ill t - j--1 --/ 11 1 / IW/ llll llll Ill fH -l7 11 I r AN Vl[W s ffc::-~J ' ,, 5" ~----- 2) 4' WIDE WEIRS LEV~93.87 (12) 1 "¢ ORIFICES ( 12) ELEV=9.3.45 1 "¢ ORIFICES ELEV~92.18 (2) 625"; ORIFICES ELEV~89.20 IC X c' ' V -1- ~ :, ,, 0 "-- ' " " ~ V ELEVATION VIEW E -------(1 D) 1.5'\i'i ORIFICES LEV~93.05 E 4 E ' WIDE WEIR LEV~91 .80 ~ SYSTEM INV=89.2C Storm Trap· PmMl'SUSlm .o:r, [lm,//5K8IRlli'.o:xN/l'l'E(] 1287 Y,if'.0-W,,4 Pf,ff<Y/AY ~iJlo'lll.£, IL 60446 P:815-941-4549 / F:331-318-5347 ENGINEER INFORMATION: HUNSAKER &: ASSOCIATES 9707 WAPLES STREET SAN DIEGO, CA 92121 858-558-4500 PROJECT INFORMATION: AVIARA APARTMENTS EAST UDB-1 CARLSBAD, CA CURRENT ISSUE DATE: 8/29/2022 ISSUED FOR: APPROVAL REV DATE: ISSUED FOR: 5 8/29/22 APPROVAL 4 8/26/22 APPROVAL 3 8/22/22 APPROVAL 2 a/s/22 APPROVAL 1 6/17/11 SUBMITTAL SCALE: NTS UDB-1 PAGE TITLE: DWN BY: KL KL KL BS DG OL TLET COflTROL STRUC-URE DETAIL UDB-1 PAGE NUMBER: 8.0 " I - I c, 'f-' 2': .:'.._·'z, :Jr::1·:r~: :t+' I I I \' '-_1: I' r·;=ctt•JI\C: ·,\ 11 -j -:::: I :_ rs ----------------~----L I PLAN VIEW -~-------12 ---------f+--2'-_ ,,I C, ELEVATION VIEW I, ISOMETRIC VIEW L 4 ",z; -1:~:['~-----.C, (1 ( 2:: ·:•r? -1,:: :t =-Ll\-' ~0,_::;;; _ -h'-~•-1- 1 .1._. ~\ .-,,..,J,,__I .- -1 "; .) ·. -,:,--, ··::: SID[ Vl[W I ·1 J~i =-1c:::-: I. l\i ?J 45 Storm Trap· PIITTNT5 IISEI A't [Hm> ✓ /SDl,IIRII' ~ 1287 'Mtfilll.M P/l.Rt®AY RCt.E:CMLl.£, IL 604-46 P:815-941--4.549 / F:331-.318-5347 ENGINEER INFORMATION: HUNSAKER &: ASSOCIATES 9707 WAPLES STREET SAN DIEGO, CA 92121 858-558-4500 PROJECT INFORMATION: AVIARA APARTMENTS EAST UDB-2 CARLSBAD, CA CURRENT ISSUE DATE, 8/26/2022 ISSUED FOR: APPROVAL REV DATE: ISSUED FOR: DB~~ 5 8/26/22 APPROVAL KL 4 a/21/21 APPROVAL KL 3 8/5/22 APPROVAL BS 2 7 /6/12 SUBMITTAL RJL 1 6/17 /21 SUBMITTAL DG SCALE: NTS UDB-2 PAGE TITLE: OUTLET CONTROL STRUCT JRE DETAIL UDB-2 PAGE NUMBER: 8.0 HUNSAKER & ASSOCIATES SAN DIECO. INC PLANNING mn Waples Street ENGINEERING San Diego, Ca 92121 SURVEY1NG PH(658)5511-4500, FX(856)5S6•1414 MAP _____________________________________________________________________________________________________________ ..._ _____________________________________ ...., ___ __, 0 ;,; Attachment 1b Tabular Summary of DMAs STRUCTURAL BMP'S DMA SURFACE DMA SURFACE AREA (SQ. FT.) DMA SURFACE AREA (ACRES)DMA TYPE BMP ID BMP TYPE IMPERVIOUS 39636 0.91 PERVIOUS 7608 0.17 IMPERVIOUS 13488 0.31 PERVIOUS 854 0.02 BMP-2 BF-3 BF-3 STRUCTURAL BMP'S DMA 2 DRAINS TO BMP DRAINS TO BMP BMP-1DMA 1 8/16/2022 R:\1718\Hyd\SWQMP\Calcs\1718-DMA.xlsx Attachment 1c Form I-7 x x x x x x 2,413 Appendix K: 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 Toilet and urinal flushing D Landscape irrigation D Other: ______ _ 2. If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours. Guidance for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section B.3.2. Toilet and urinal flushing demand: ( 9·3gal ) (~) (1 Building) (10~er~on) (1.5day) = 131ft3 person-day 7.4Bgal buidlmg . . ( 1470gal ) ( lft3 ) ( ) 3 L:ngatrnn demand: --=--------1.Sday (0.1acre) = 30ft acre-1.Sday 7.4Bgal Total: 161 cubic-feet 3. Calculate the DCV using worksheet B-2.1. DCV = ____ (cubic feet) 3a. Is the 36 hour demand greater than or equal to the DCV? □ Yes / □No c:::> ~ Harvest and use appears to be feasible. Conduct more detailed evaluation and sizing calculations to confirm that DCV can be used at an adequate rate to meet drawdown criteria. 3b. Is the 36 hour demand greater than 0.25DCV but less than the full DCV? □ Yes / □ No c:::> i Harvest and use may be feasible. Conduct more detailed evaluation and sizing calculations to determine feasibility. Harvest and use may only be able to be used for a portion of the site, or (optionally) the storage may need to be upsized to meet long term capture targets while draining in longer than 36 hours. 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. 3c. Is the 36 hour demand less than 0.25DCV? □ Yes .(l. Harvest and use is considered to be infeasible. Note: 36-hour demand calculations are for feasibility analysis only. Once feasibility analysis is complete the applicant may be allowed to use a different drawdown time provided they meet the 80% annual capture standard (refer to B.4.2) and 96-hour vector control drawdown requirement. K-2 Sept. 2021 Attachment 1d Form I-8 Appendix I: Forms and Checklists Categorization of Infiltration Condition Revised ·Form 1-8 Part 1 -Full Infiltration Feasibili!X 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 Yes No Is the estimated reliable infiltration rate below proposed facility locations greater I than 0.5 inches per hour? The response to this Screening Question shall be based X on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: As indicated in Reference No. 2., GSI has evaluated the infiltration rate of natural surface soils on the west portion of APN 212-040-56-00 to be about 0.2 inches/hour (conducted in a Hydrologic Soil Group A area); however, the bioretention basin is also shown in a HSG D area, with an infiltration rate expected to be on the order of 0.00 to 0.06 inches/hr. See text of GSI (2016) for other related discussions and references. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. of study/data source applicability. Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or 2 other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: See No. 1 above. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. of study/data source applicability. 1-3 GeoSoils, Inc. Provide narrative discussion X Provide narrative discussion February 2016 Appendix I: Forms and Checklists Form 1-8 Page 2 of 4 Criteria Screening Question Yes No Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, storm water pollutants 3 or other factors) that cannot be mitigated to an acceptable level? The response to X this Screening Question shall be based on a comprehensible evaluation of the factors presented in Appendix C.3 . Provide basis: See No. 1 above. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide nan-ative discussion of study/data source applicability. Can infiltration greater than 0.5 inches per hour be allowed without causing potential water balance issues such as a change of seasonality of ephemeral 4 streams or increased discharge of contaminated groundwater to surface waters? X The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3 . Provide basis: See No. 1 above Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Part 1 In the answers to rows 1-4 are "Yes" a full infiltration design is potentially feasible. The feasibility Result* screening category is Full Infiltration Proceed to Part 2 If any answer from row 1-4 is "No", infiltration may be possible to some extent but would not generally be feasible or desirable to achieve a "full infiltration" design. Proceed to Part 2 *To be completed using gathered site information and best professional judgement considering the definition ofMEP in the MS4 Permit. Additional testing and/or studies may be required by [City Engineer] to substantiate findings. 1-4 GeoSoils, Inc. February 2016 Appendix I: Forms and Checklists Form 1-8 Page 3 of 4 Part 2 -Partial Infiltration vs. No Infiltration Feasibility Screening Criteria Would infiltration of water in an appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated? Criteria 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 evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: Yes No X Using an infiltration rate of 0.01 inches/hour, partial infiltration is feasible . See text of GSI (2016, and herein for other related discussions and references. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 6 Can infiltration in any appreciable quantity be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of th e factors presented in Appendix C.2. Provide basis: X Yes, provided that thickened edges for superjacent flatwork and impermeable liners are installed along the sides of the proposed retention basin per the recommendations in the body of the this document. Limiting infiltration that may occur to a rate of 0.01 inches/hour (with appropriate safety factors) should not significantly increase the risk of geotechnical hazards. The development of future perched groundwater conditions by virtue of storm water infiltration cannot be entirely precluded and may require mitigation in the form of subdrains should it manifest. See text of GSI (2016) and herein for other related discussions and references. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 1-5 GeoSoils, Inc. February 2016 Appendix I: Forms and Checklists Criteria 7 Form 1-8 Page 4 of 4 Screening 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 comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Yes No X Yes. Storm water pollutants do not appear to be a factor, based on the available data. The regional groundwater table is not considered a factor in the development of this site. Given limiting the Ksat value to 0.01 in/hr to be utilized for design of site BMPs, infiltration should not significantly affect the water table or storm water pollutants, from a geotechnical perspective. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 8 Can infiltration be allowed without violating downstream water rights? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: X Yes. Downstream water rights are considered a legal matter and typically do not fall within the purview of geotechnical engineering. However, GSI is not aware of any significant downstream water rights issues of concern on the adjoining properties. Given limiting the Ksat value to 0.01 in/hr to be utilized for design of site BMPs, infiltration should not significantly affect downstream water rights, from a geotechnical perspective. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Part 2 If all answers from row 5-8 are yes then partial infiltration design is potentially feasible. The Result* feasibility screening category is Partial Infiltration. If any answer from row 5-8 is no, then infiltration of any volume is considered to be infeasible within the drainage area. T he feasibility screening category is No Infiltration. Partial Infiltration *Tobe completed using gathered site infom1ation and best professional judgement considering the definition ofMEP in the MS4 Permit. Additional testing and/or studies may be required by Agency/Jurisdictions to substantiate findings. 1-6 GeoSoils, Inc. February 2016 Attachment 1e Pollutant Control BMP Worksheets Modular Wetlands® Characteristics and Capacity Table California Full Capture Certified Capacities Table 1 MWS Model MTFR (Trash/Sediment) Trash Storage Capacity Sediment Storage Capacity (cfs)(ft3)(ft3) MWS-L-4-4 0.052 10.7 2.7 MWS-L-4-6 0.073 15.0 3.7 MWS-L-4-6.33 0.073 16.7 4.2 MWS-L-4-6.5 0.073 17.6 4.4 MWS-L-4-8 0.115 19.8 4.9 MWS-L-4-13 0.144 32.0 8.0 MWS-L-4-15 0.175 32.0 8.0 MWS-L-4-17 0.206 32.0 8.0 MWS-L-4-19 0.237 32.0 8.0 MWS-L-4-21 0.268 32.0 8.0 MWS-L-6-8 0.147 30.5 7.6 MWS-L-8-8 0.23 36.7 9.2 MWS-L-8-12 0.346 56.3 14.1 MWS-L-8-16 0.462 85.7 21.4 MWS-L-8-20 0.577 94.0 23.5 MWS-L-8-24 0.693 123.4 30.8 MWS-L-10-20 0.693 90.0 22.5 3.B. Design drawings for all standard Device sizes including dimensions, and alternative configurations; Design drawings for all standard devices and configurations are included in Appendix A. 13 DCV CALCULATION 1 85th percentile 24-hr storm depth from Figure B.1-1 d=0.59 inches 2 Area tributary to BMP (s)A=1.08 acres 3 Area weighted runoff factor (estimate using Appendix B.1.1 and B.2.1)C=0.77 unitless 4 Street trees volume reduction TCV=0.00 cubic-feet 5 Rain barrels volume reduction RCV=0.00 cubic-feet 6 Calculate DCV= (3630 x C x d x A) - TCV - RCV DCV=1,791 cubic-feet 1.5 DCV 2687 cubic-feet 1 85th percentile 24-hr storm depth from Figure B.1-1 d=0.59 inches 2 Area tributary to BMP (s)A=0.33 acres 3 Area weighted runoff factor (estimate using Appendix B.1.1 and B.2.1)C=0.86 unitless 4 Street trees volume reduction TCV=0.00 cubic-feet 5 Rain barrels volume reduction RCV=0.00 cubic-feet 6 Calculate DCV= (3630 x C x d x A) - TCV - RCV DCV=609 cubic-feet DMA 1: Design Capture Volume Worksheet B-2.1 DMA 2: Design Capture Volume Worksheet B-2.1 6/21/2022 R:\1718\Hyd\SWQMP\Calcs\1718-DMA.xlsx Discharge vs Elevation Table Low orifice:0.625 "Top orifice:0.625 " Number:2 Number:0 Cg-low:0.61 Cg-low:0.61 invert elev:0.00 ft invert elev:0.40 ft h H/D-low H/D-mid H/D-top Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmid-weir Qtot-med Qtop-orif Qtop-weir Qtot-top Qpeak-top Qtot (ft)---(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs) 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.1 1.92 0.00 0.00 0.006 0.007 0.006 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.006 0.2 3.84 0.00 0.00 0.009 0.012 0.009 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.009 0.3 5.76 0.00 0.00 0.011 0.160 0.011 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.011 0.4 7.68 0.00 0.00 0.013 1.074 0.013 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.013 0.5 9.60 0.00 1.92 0.014 4.165 0.014 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.014 0.6 11.52 1.45 3.84 0.016 11.942 0.016 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.016 0.7 13.44 2.91 5.76 0.017 28.324 0.017 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.017 0.8 15.36 4.36 7.68 0.018 58.949 0.018 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.018 0.9 17.28 5.82 9.60 0.020 111.482 0.020 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.020 1.0 19.20 7.27 11.52 0.021 195.932 0.021 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.021 1.1 21.12 8.73 13.44 0.022 324.955 0.022 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.022 1.2 23.04 10.18 15.36 0.023 514.170 0.023 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.023 1.3 24.96 11.64 17.28 0.024 782.465 0.024 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.024 1.4 26.88 13.09 19.20 0.024 1152.312 0.024 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.024 1.5 28.80 14.55 21.12 0.025 1650.074 0.025 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.025 1.6 30.72 16.00 23.04 0.026 2306.314 0.026 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.026 1.7 32.64 17.45 24.96 0.027 3156.112 0.027 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.027 1.8 34.56 18.91 26.88 0.028 4239.369 0.028 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.028 Vault #1 Discharge WQ Riser 1.80 depth area area (ac) elevation volume (cf) volume (acft) 0.0 1744.3 0.0000 89.2 0 0.00 0.1 1744.3 0.0400 89.3 174 0.00 0.2 1744.3 0.0400 89.4 349 0.01 0.3 1744.3 0.0400 89.5 523 0.01 0.4 1744.3 0.0400 89.6 698 0.02 0.5 1744.3 0.0400 89.7 872 0.02 0.6 1744.3 0.0400 89.8 1,047 0.02 0.7 1744.3 0.0400 89.9 1,221 0.03 0.8 1744.3 0.0400 90.0 1,395 0.03 0.9 1744.3 0.0400 90.1 1,570 0.04 1.0 1744.3 0.0400 90.2 1,744 0.04 1.1 1744.3 0.0400 90.3 1,919 0.04 1.2 1744.3 0.0400 90.4 2,093 0.05 1.3 1744.3 0.0400 90.5 2,268 0.05 1.4 1744.3 0.0400 90.6 2,442 0.06 1.5 1744.3 0.0400 90.7 2,617 0.06 1.6 1744.3 0.0400 90.8 2,791 0.06 1.7 1744.3 0.0400 90.9 2,965 0.07 1.8 1744.3 0.0400 91.0 3,140 0.07 Aviara East Vault #1 Stage Storage Input DCV 1,789 Input Factor 1.75 WQ Ponding Depth ft Note: Find out the elevation value in relation to required WQ volume Vault #1 Stage Storage 1.8 ft=57.79 Elevation QAVG (CFS)DV (CF)DT (HR)Total T 89.30 0.01 174 8.54 57.79 89.40 0.01 174 6.74 49.24 89.50 0.01 174 4.94 42.50 89.60 0.01 174 4.09 37.56 89.70 0.01 174 3.57 33.47 89.80 0.02 174 3.21 29.89 89.90 0.02 174 2.94 26.68 90.00 0.02 174 2.73 23.74 90.10 0.02 174 2.56 21.01 90.20 0.02 174 2.42 18.45 90.30 0.02 174 2.30 16.03 90.40 0.02 174 2.19 13.73 90.50 0.02 174 2.10 11.54 90.60 0.02 174 2.02 9.44 90.70 0.02 174 1.95 7.42 90.80 0.03 174 1.88 5.47 90.90 0.03 174 1.82 3.59 91.00 0.03 174 1.77 1.77 WQ Drawdown @ 1.75 DCV 58 hrs Appendix B: Storm Water Pollutant Control Hyclrologic Calculations and Sizing Methods Part 5) Determine the average annual percent capture provided by the BMP using Figure B.3-1 on the next page. a) Identify the fraction of the DCV retained by the BMP (Focv) on the x axis. b) Trace vertically from the x-axis result to the intersect with the plot representing the drawdown time for the effective retention depth (f R). Interpolation between the plotted drawdown times may be necessary. c) Trace horizontally from the intersect result to identify the average annual percent capture of the proposed BMP. 100% 90% t -l==l===t:==i===t:==;;~F::::+=;::l~=r==t=::;~~~;;;;::F-~~P"~~=;.J,.. .... Drawdown 80% QI ... :::s 70% ... C. ni u ... 60% C: QI ~ QI Q. 50% ni :::s C: C: 40% ct QI t>.O ni ... 30% QI > ct 20% 10% 0% 0 0.2 0.4 0.6 0.8 1 1.2 1.4 Fraction of Design Capture Volume Figure B.3-1: Percent Capture Nomograph .. 1.6 Time .,._6Hour -♦-12Hour ....,_24Hour ~36Hour ~48Hour ~72Hour -120Hour ~,..___? _ ____, Part 6) Determine the efficacy of the retention processes provided by the BMP. This value represents the portion of the pollutant control performance standard that is satisfied through retention processes of the BMP and is calculated as follows. Where: ER: Efficacy of retention processes (decimal) Pc: Average Annual Percent Capture(%) Part 7) Determine the total volume retained by the proposed BMP. B-25 Sept. 2021 Date: June 22, 2022 Project: 15470 Aviara Apartments East To Whom It May Concern, The MWS Linear will be sized in accordance with its TAPE GULD approval. The system is approved at a loading rate of 1.0 gpm/sq ft. The MWS Linear has General Use Level Designation at this loading rate for TSS (Basic), phosphorous and dissolved metals (Enhanced). For this project design, sizing, and loading will be reviewed by a Modular Wetland representative for final approval to ensure the system is sized appropriately. Shown below are the calculations for this project: Unit 1 MWS‐L‐4‐6‐9’‐9”‐V  Required Treatment Volume = 3,140 cf  Drain Down Time = 58 hours  MWS Wetland Surface Area = 31.96 sq ft  Loading Rate (Wetland Media) = 0.40 gpm/sf  Operating Head = 1.8 ft If you have any questions, please feel free to contact us at your convenience. Sincerely, Lana V. Karg Stormwater Engineer Bio .Clean A Forterra Company Oceanside<, CA 91049 l 7li043J 7640 F760AH.3167 M ·ODULAR WETLANDS 1nlo 11modul.irwt l,m.:Js tom www.modularwetlands.com STANDARD DETAIL STORMWATER BIOFILTRATION SYSTEM MWS-L-4-6-9'-9"-V SITE SPECIFIC DATA LOW INFLOW PIPE DISCLOSURE: PLAN VIEW ELEVATION VIEW RIGHT END VIEW LEFT END VIEW GENERAL NOTES INSTALLATION NOTES PROJECT NUMBER 15470 PROJECT NAME AVt4RA APARTMENTS EAST PROJECT LOCATION CARLSBAD, CA STRUCTURE ID BMP 1 TREATMENT REQUIRED VOLUME BASED {CF) FLOW BASED {CFS) J, 140 N/A TREATMENT HGL AVAILABLE (FT) 1.8 PEAK BYPASS REQUIRED {CFS) -IF APPLICABLE OFFLINE PIPE DATA I.£ MATERIAL Dt4METER INLET PIPE 1 89.11 PVC 6n OUTLET PIPE 88.11 PVC 6n PRETREATMENT BIOFILTRA TION DISCHARGE RIM ELEVATION 97.94 97.94 97.94 SURFACE LOAD H-20 INDIRECT N/A H-20 INDIRECT FRAME & COVER 24" X 42" OPEN PLANTER N/A WETLANDMEDIA VOLUME {CY) 3.61 ORIFICE SIZE (Dt4. INCHES) ¢0.65" NOTES: PRELIMINARY NOT FOR CONSTRUCTION. UPSTREAM BYPASS ELEVATION MUST BE SET AT 89.91. 1. CONTRACTOR TO PROVIDE ALL LABOR, EQUIPMENT, MATERt4LS AND INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND THE 97.94 RIM/FG OUTLET PIPE SEE NOTES C/L DRAIN DOWN LINE INLET PIPE SEE NOTES MANUFACTURERS' SPECIFICATIONS, UNLESS OTHERWISE STATED IN 89.91 MANUFACTURER'S CONTRACT. TREATMENT HGL/ 2. UNIT MUST BE INSTALLED ON LEVEL BASE. MANUFACTURER UPSTREAM BYPASS RECOMMENDS A MINIMUM 6" LEVEL ROCK BASE UNLESS SPECIFIED BY THE PROJECT ENGINEER. CONTRACTOR IS RESPONSIBLE FOR VERIFYING PROJECT ENGINEER's RECOMMENDED BASE SPECIFICATIONS. 4. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING PIPES. ALL PIPES MUST BE FLUSH WITH INSIDE SURFACE OF CONCRETE {PIPES CANNOT INTRUDE BEYOND FLUSH). INVERT OF OUTFLOW PIPE MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR. ALL PIPES SHALL BE SEALED WATERTIGHT PER MANUFACTURER'S STANDARD CONNECTION DETAIL. 5. CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL PIPES, RISERS, MANHOLES, AND HATCHES. CONTRACTOR TO USE GROUT AND/OR BRICKS TO MATCH COVERS WITH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE. 6. VEGETATION SUPPLIED AND INSTALLED BY OTHERS. ALL UNITS WITH VEGETATION MUST HAVE DRIP OR SPRAY IRRIGATION SUPPLIED AND INSTALLED BY OTHERS. 7. CONTRACTOR RESPONSIBLE FOR CONTACTING BIO CLEAN FOR ACTIVATION OF UNIT. MANUFACTURER'S WARRANTY IS VOID WITHOUT PROPER ACTIVATION BY A BIO CLEAN REPRESENTATIVE. 1. MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. IT IS RECOMMENDED THAT A sumCIENT VARIATION IN ELEVATION BETWEEN THE INLET AND OUTLET BE PROVIDED TO ALLOW FOR ACCUMULATION OF SEDIMENT IN THE PRE-TREATMENT CHAMBER. FAILURE TO DO SO MAY RESULT IN BLOCKAGE AT INFLOW POINT{S) WHICH MAY CAUSE UPSTREAM FLOODING. PROPRIETARY AND CONFIDENTIAL: 2. ALL DIMENSIONS, ELEVATIONS, SPECIFICATIONS AND CAPACITIES ARE SUBJECT TO CHANGE. FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS AND ACCESSORIES PLEASE CONTACT BIO CLEAN. ~' " 0 D U 1., ,A R ~ETLAND5 THE INFORIIATION CONTAINED IN THIS OOCUMENT IS THE SOLE PROPERTY OF FORT£RRA ANO ITS COMPANIES. THIS OOCUMENT. 7l: ::::0:/,/fJ; =-~~ ~,:_:: o,, NOR ANY PAlff THEREOF, A44Y BE USED, REPRODUCED OR l,f(){)(flED 7.67"11': =14-1EA1ED F1J/IE1(//( PA1ENIS OR IN ANY A44NN£R WITH OUT THE WRITTEN CONSENT OF FORT£RRA. 0/HER PA1ENIS - • ~ 6'-o· .r-6· REQUIRED TREATMENT VOLUME (CF) J, 140 1·-0· DRAINDOWN DURATION {HOURS) 58 AVERAGE DISCHARGE RATE PER MWS UNIT(GPM) 6.10 OPERATING HEAD {FT) 1.8 WETLANDMEDIA INFILTRATION RATE {IN/HR) 40 OR WETLANDMEDIA LOADING RATE {GPM/SF) 0.40 Bio ~Clean AFortemCom PROPRIETARY BIOFILTRATION FLOW-THRU SIZING CALCULATION 1 DCV DCV 609 cubic-feet 2 DCV Retained DCV Retained 0.00 cubic-feet 3 DCV Biofiltered DCV Biofiltered 0.00 cubic-feet 4 1.5 DCV requiring flow-thru (Line 1 - Line 2 - 0.67*Line 3)DCV flow-thru 609 cubic-feet 5 Adjustment Factor (Line 4 / Line1)AF=1.00 unitless 6 Design rainfall intensity i=0.2 in/hr 7 Area tributary to BMP(s)A=0.33 acres 8 Area-weighted runoff factor (estimate using Appendix B.2)C=0.86 unitless 9 Calculate Flow Rate = AF x (C x i x A)Q=0.057 cfs 10 Treamtent Flow Rate = 1.5 X Q Q=0.085 cfs 1) 2) 3) DMA 2: Flow-thru Design Flows Worksheet B.6-1 Adjustment factor shall be estimated considering only retention and biofiltration BMPs located upstream of flow-thru BMPs. That is, if the flow-thru BMP is upstream of the project's retention and biofiltration BMPs then the flow-thru BMP shall be sized using an adjustment factor of 1. Volume based (e.g., dry extended detention basin) flow-thru treatment control BMPs shall be sized to the volume in Line 4 and dlow based )e.g., vegetated swales) shall be sized to flow rate in Line 9. Sand filter and media filter can be designed by either volume in :ie 4 or Propietary BMPs, if used, shall provide certified treatment capacity equal to or greater than the calculated flow rate in Line 9; certified treatment capacity per unit shall be consistent with third party certifications. 6/28/2022 R:\1718\Hyd\SWQMP\Calcs\1718-DMA.xlsx MWS Linear I Sizing Options Flow Based Sizing The MWS Linear can be used in stand alone applications to meet treatment flow requirements. Since the MWS Linear is the only biofiltration system that can accept inflow pipes several feet below the surface it can be used not only in decentralized design applications but also as a large central end-of-the-line application for maximum feasibility. M d I# D. . WetlandMEDIA Surface Treatment Flow o e 1mens1ons Area Rate (cfs) MWS-L-4-4 4' x4' 23 sq. ft. 0.052 MWS-L-4-6 4' x6' 32 sq. ft. 0.073 MWS-L-4-8 4' X 8' 50 sq. ft. 0.115 MWS-L-4-13 4' X 13' 63 sq. ft. 0.144 MWS-L-4-15 4' X 15' 76 sq. ft. 0.175 MWS-L-4-17 4' X 17' 90 sq. ft. 0.206 MWS-L-4-19 4' X 19' 103 sq. ft. 0.237 MWS-L-4-21 4' X 21' 117 sq. ft. 0.268 MWS-L-6-8 7' X 9' 64 sq. ft. 0.147 MWS-L-8-8 8' X 8' 100 sq. ft. 0.230 MWS-L-8-12 8' X 12' 151 sq. ft. 0.346 MWS-L-8-16 8' X 16' 201 sq. ft. 0.462 MWS-L-8-20 9' X 21' 252 sq. ft. 0.577 MWS-L-8-24 9' x25' 302 sq. ft. 0.693 STANDARD DETAIL STORMWATER BIOFILTRATION SYSTEM MWS-L-4-8-7'-3"-V SITE SPECIFIC DATA INTERNAL BYPASS DISCLOSURE: PLAN VIEW ELEVATION VIEW RIGHT END VIEW LEFT END VIEW GENERAL NOTES INSTALLATION NOTES PROJECT NUMBER 15470 PROJECT NAME AVIARA APARTMENTS EAST PROJECT LOCATION CARLSBAD, CA STRUCTURE ID BMP 2 TREATMENT REQUIRED VOLUME BASED {CF) FLOW BASED {CFS) N/A 0.085 TREATMENT HGL AVAILABLE (FT) N/K PEAK BYPASS REQUIRED {CFS) -IF APPLICABLE 1.09 PIPE DATA I.£ MATERIAL DIAMETER INLET PIPE 1 92.15 PVC 10" OUTLET PIPE 89.63 PVC 10" PRETREATMENT BIOFILTRA TION DISCHARGE RIM ELEVATION 96.96 96.96 96.96 SURFACE LOAD H-20 INDIRECT N/A H-20 INDIRECT FRAME & COVER 36" X 36" OPEN PLANTER N/A WETLANDMEDIA VOLUME {CY) 3.67 ORIFICE SIZE (DIA. INCHES) ¢1.42" NOTES: PRELIMINARY NOT FOR CONSTRUCTION. 1. CONTRACTOR TO PROVIDE ALL LABOR, EQUIPMENT, MATERIALS AND INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND THE MANUFACTURERS' SPECIFICATIONS, UNLESS OTHERWISE STATED IN MANUFACTURER'S CONTRACT. 2. UNIT MUST BE INSTALLED ON LEVEL BASE. MANUFACTURER RECOMMENDS A MINIMUM 6" LEVEL ROCK BASE UNLESS SPECIFIED BY THE PROJECT ENGINEER. CONTRACTOR IS RESPONSIBLE FOR VERIFYING PROJECT ENGINEER's RECOMMENDED BASE SPECIFICATIONS. 4. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING PIPES. ALL PIPES MUST BE FLUSH WITH INSIDE SURFACE OF CONCRETE {PIPES CANNOT INTRUDE BEYOND FLUSH). INVERT OF OUTFLOW PIPE MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR. ALL PIPES SHALL BE SEALED WATERTIGHT PER MANUFACTURER'S STANDARD CONNECTION DETAIL. 5. CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL PIPES, RISERS, MANHOLES, AND HATCHES. CONTRACTOR TO USE GROUT AND/OR BRICKS TO MATCH COVERS WITH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE. 6. VEGETATION SUPPLIED AND INSTALLED BY OTHERS. ALL UNITS WITH VEGETATION MUST HAVE DRIP OR SPRAY IRRIGATION SUPPLIED AND INSTALLED BY OTHERS. 7. CONTRACTOR RESPONSIBLE FOR CONTACTING BIO CLEAN FOR ACTIVATION OF UNIT. MANUFACTURER'S WARRANTY IS VOID WITHOUT PROPER ACTIVATION BY A BIO CLEAN REPRESENTATIVE. 1. MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. VERTICAL. UNDERDRAJN MANIFOLD OUTLET PIPE SEE NOTES 96.96 RIM/FG IE OUT C/L PATENTED PERIMETER VOID AREA DRAIN DOWN LlNE - -, I 6"_1 L4•-0·_1 L6. -~s·-o· ~ - THE DESIGN AND CAPACITY OF THE PEAK CONVEYANCE METHOD TO BE REVIEWED AND APPROVED BY THE ENGINEER OF RECORD. HGL(S) AT PEAK FLOW SHALL BE ASSESSED TO ENSURE NO UPSTREAM FLOODING. PEAK HGL AND BYPASS CAPACITY SHOWN ON DRAWING ARE USED FOR GUIDANCE ONLY. PROPRIETARY AND CONFIDENTIAL: 2. ALL DIMENSIONS, ELEVATIONS, SPECIFICATIONS AND CAPACITIES ARE SUBJECT TO CHANGE. FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS AND ACCESSORIES PLEASE CONTACT BIO CLEAN. ~' " 0 D U '., ,A R ~ETLAND5 THE INFORIIATION CONTAINED IN THIS OOCUMENT IS THE SOLE PROPERTY OF FORTERRA ANO ITS COMPANIES. THIS OOCUMENT. 7l: ::::0:/,/fJ; =-~~ ~4%.::C o,, NOR ANY PAlff THEREOF, A44Y BE USED, REPRODUCED OR l,f(){)(flED 7.67'-11': =14-1EA1ED F1J/IE1(//( PA1ENIS OR IN ANY A44NNER WITH OUT THE WRITTEN CONSENT OF FORTERRA. 0/HER PA1ENIS - " ~ " "'"> _, "' Bio ~Clean AFortemCom It ~ It " ~ 0) -_, _, ~ "' ,._--VEGETATION 1/L PLANT C ESTABLISHMENT MEDIA TREATMENT FLOW (CFS) 0.085 OPERATING HEAD {FT) 2.5 PRETREATMENT LOADING RATE {GPM/SF) 1.5 WETLAND MEDIA LOADING RATE {GPM/SF) 1.0 Category #Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name DMA 1 DMA 2 unitless 2 85th Percentile 24-hr Storm Depth 0.59 0.59 inches 3 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 39,636 13,488 sq-ft 4 Semi-Pervious Surfaces Not Serving as Dispersion Area (C=0.30)sq-ft 5 Engineered Pervious Surfaces Not Serving as Dispersion Area (C=0.10)7,608 sq-ft 6 Natural Type A Soil Not Serving as Dispersion Area (C=0.10)sq-ft 7 Natural Type B Soil Not Serving as Dispersion Area (C=0.14)sq-ft 8 Natural Type C Soil Not Serving as Dispersion Area (C=0.23)sq-ft 9 Natural Type D Soil Not Serving as Dispersion Area (C=0.30)854 sq-ft 10 Does Tributary Incorporate Dispersion, Tree Wells, and/or Rain Barrels?No No No No No No No No No No yes/no 11 Impervious Surfaces Directed to Dispersion Area per SD-B (Ci=0.90)sq-ft 12 Semi-Pervious SurfacesServing as Dispersion Area per SD-B (Ci=0.30)sq-ft 13 Engineered Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.10)sq-ft 14 Natural Type A SoilServing as Dispersion Area per SD-B (Ci=0.10)sq-ft 15 Natural Type B SoilServing as Dispersion Area per SD-B (Ci=0.14)sq-ft 16 Natural Type C SoilServing as Dispersion Area per SD-B (Ci=0.23)sq-ft 17 Natural Type D SoilServing as Dispersion Area per SD-B (Ci=0.30)sq-ft 18 Number of Tree Wells Proposed per SD-A # 19 Average Mature Tree Canopy Diameter ft 20 Number of Rain Barrels Proposed per SD-E # 21 Average Rain Barrel Size gal 22 Total Tributary Area 47,244 14,342 0 0 0 0 0 0 0 0 sq-ft 23 Initial Runoff Factor for Standard Drainage Areas 0.77 0.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 24 Initial Runoff Factor for Dispersed & Dispersion Areas 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 25 Initial Weighted Runoff Factor 0.77 0.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 26 Initial Design Capture Volume 1,789 606 0 0 0 0 0 0 0 0 cubic-feet 27 Total Impervious Area Dispersed to Pervious Surface 0 0 0 0 0 0 0 0 0 0 sq-ft 28 Total Pervious Dispersion Area 0 0 0 0 0 0 0 0 0 0 sq-ft 29 Ratio of Dispersed Impervious Area to Pervious Dispersion Area n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a ratio 30 Adjustment Factor for Dispersed & Dispersion Areas 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ratio 31 Runoff Factor After Dispersion Techniques 0.77 0.86 n/a n/a n/a n/a n/a n/a n/a n/a unitless 32 Design Capture Volume After Dispersion Techniques 1,789 606 0 0 0 0 0 0 0 0 cubic-feet 33 Total Tree Well Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet 34 Total Rain Barrel Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet 35 Final Adjusted Runoff Factor 0.77 0.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 36 Final Effective Tributary Area 36,378 12,334 0 0 0 0 0 0 0 0 sq-ft 37 Initial Design Capture Volume Retained by Site Design Elements 0 0 0 0 0 0 0 0 0 0 cubic-feet 38 Final Design Capture Volume Tributary to BMP 1,789 606 0 0 0 0 0 0 0 0 cubic-feet False False Automated Worksheet B.1: Calculation of Design Capture Volume (V2.0) Dispersion Area, Tree Well & Rain Barrel Inputs (Optional) Standard Drainage Basin Inputs Results Tree & Barrel Adjustments Initial Runoff Factor Calculation Dispersion Area Adjustments No Warning Messages Category #Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name DMA 1 DMA 2 --------unitless 2 85th Percentile Rainfall Depth 0.59 0.59 --------inches 3 Predominant NRCS Soil Type Within BMP Location A D unitless 4 Is proposed BMP location Restricted or Unrestricted for Infiltration Activities? Restricted Restricted unitless 5 Nature of Restriction Structures Structures unitless 6 Do Minimum Retention Requirements Apply to this Project?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes yes/no 7 Are Habitable Structures Greater than 9 Stories Proposed?No No yes/no 8 Has Geotechnical Engineer Performed an Infiltration Analysis?Yes Yes yes/no 9 Design Infiltration Rate Recommended by Geotechnical Engineer 0.010 0.010 in/hr 10 Design Infiltration Rate Used To Determine Retention Requirements 0.000 0.000 --------in/hr 11 Percent of Average Annual Runoff that Must be Retained within DMA 4.5%4.5%--------percentage 12 Fraction of DCV Requiring Retention 0.02 0.02 --------ratio 13 Required Retention Volume 36 12 --------cubic-feet False False Automated Worksheet B.2: Retention Requirements (V2.0) Advanced Analysis Basic Analysis Result No Warning Messages Retention calculation: UBD-1: 1' if gravel under bottom of unit. Unit area= 1956.76 sf Volume retained = 1*0.4(porosity)*1956.76 = 782.7 > 36 cf (DMA 1 required) UBD-2: 1' if gravel under bottom of unit. Unit area= 549.16 sf Volume retained = 1*0.4(porosity)*549.16 = 219.66 > 12 cf (DMA 2 required) ATTACHMENT 2 BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES [This is the cover sheet for Attachment 2.] Indicate which Items are Included behind this cover sheet: Attachment Sequence Contents Checklist Attachment 2a Hydromodification Management Exhibit (Required) Included See Hydromodification Management Exhibit Checklist on the back of this Attachment cover sheet. Attachment 2b Management of Critical Coarse Sediment Yield Areas (WMAA Exhibit is required, additional analyses are optional) See Section 6.2 of the BMP Design Manual. Exhibit showing project drainage boundaries marked on WMAA Critical Coarse Sediment Yield Area Map (Required) Optional analyses for Critical Coarse Sediment Yield Area Determination Appendix H.6.1 Verification of Geomorphic Landscape Units Onsite Appendix H.7 Downstream Systems Sensitivity to Coarse Sediment Attachment 2c Geomorphic Assessment of Receiving Channels (Optional) See Section 6.3.4 of the BMP Design Manual. Not performed Included Attachment 2d Flow Control Facility Design and Structural BMP Drawdown Calculations (Required) See Chapter 6 and Appendix G of the BMP Design Manual Included x x x x Attachment 2e (Added by Hunsaker & Associates) Hydromodification Management Plan Includedx □ □ □ □ □ □ □ □ Attachment 2a Please see Chapter 6 in Attachment 2e Use this checklist to ensure the required information has been included on the Hydromodification Management Exhibit: The Hydromodification Management Exhibit must identify: Underlying hydrologic soil group Approximate depth to groundwater Existing natural hydrologic features (watercourses, seeps, springs, wetlands) Critical coarse sediment yield areas to be protected (if present) Existing topography Existing and proposed site drainage network and connections to drainage offsite Proposed grading Proposed impervious features Proposed design features and surface treatments used to minimize imperviousness Point(s) of Compliance (POC) for Hydromodification Management Existing and proposed drainage boundary and drainage area to each POC (when necessary, create separate exhibits for pre-development and post-project conditions) Structural BMPs for hydromodification management (identify location, type of BMP, and size/detail) x x x x xx x x x x x x □ □ □ □ □ □ □ □ □ □ □ □ Attachment 2b Management of Critical Course Sediment OF 1 1 PREPARED BY:AVIARA PARKWAYPALOMAR AIRPORT ROAD CCSYAMAP Legend AVIARAAPARTMENTS (EAST) c; - Project Site Critical Coarse Sediment Yield Areas • MAP HUNSAKER 500 O 500 1000 1500 & ASSOCIATES --------SCALE 1 " -500' PLANNING 9707 Waples Street ENGINEERING San Diego, Ca 92121 SURV[YING Pl 1(8~8).J~B-4:>00· rx(B~B)~~B-1414 R:\ 1718\Hyd\SWQMP\CAD\ 1718-CCSYA.dwg[]Mcr-31-2022:16:02 ,: Hydrologic Soil Group-San Diego County Area, California ,: " b ~ ~ t t 471820 47183) 471840 471800 471800 471870 471800 471800 47100) 471910 47193) 471!ro 471940 471950 47100:> 471970 471!:al 33° 7'21"N 33° 7'21"N 0 i I i i I I I I I I i i I I I I i i i i i i 33° 7'17''N 33° 7' 17''N 471820 47183) 471840 471800 471800 471870 471800 471800 47100) 471910 47193) 471!ro 471940 471950 47100) 471970 471!:ro 471900 ,: ,: " b ~ Map Scale: 1:819 if printEd on A landscape (11" X 8.5'') sheet. ~ t Meters t N 0 10 ~ 40 8J A Feet 0 35 70 140 210 Map projection: WfiJ Merca1Dr Comer coordinates: WGS84 Edge tics: UTM ZOne llN WGS84 USDA Natural Resources Web Soil Survey 3/31/2022 = Conservation Service National Cooperative Soil Survey Page 1 of4 Hydrologic Soil Group-San Diego County Area, California MAP LEGEND MAP INFORMATION Area of Interest (AOI) D Area of Interest (AOI) Soils Soil Rating Polygons D A D AID DB D BID D C □ CID D D D Not rated or not available Soil Rating Lines A AID ,....,,,. B ,....,,,. BID C CID D ,. ., Not rated or not available Soil Rating Points □ A AID ■ B ■ BID USDA Natural Resources = Conservation Service □ C CID D □ Not rated or not available Water Features ,....._, Streams and Canals Transportation t-t-t Rails ,,,,,,_ Interstate Highways _., US Routes Major Roads Local Roads Background • Aerial Photography Web Soil Survey National Cooperative Soil Survey The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 16, Sep 13, 2021 Soil map units are labeled (as space allows) for map scales 1 :50,000 or larger. Date(s) aerial images were photographed: Jan 23, 2020-Feb 13,2020 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 3/31/2022 Page 2 of4 Hydrologic Soil Group-San Diego County Area, California Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Lee Las Flores loamy fine D 0.4 sand, 2 to 9 percent slopes VaB Visalia sandy loam, 2 to A 1.6 5 percent slopes Totals for Area of Interest 2.0 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (AID, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (AID, 8/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. USDA Natural Resources "" Conservation Service Web Soil Survey National Cooperative Soil Survey 20.6% 79.4% 100.0% 3/31/2022 Page 3 of4 Hydrologic Soil Group-San Diego County Area, California Iii Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/31/2022 Page 4 of4 Attachment 2c Geomorphic Assessment of Receiving Channels Attachment 2d Flow Control Facility De- sign and BMP Drawdown Calculations Please see Attachment 2e Attachment 2e HMP Management Plan HMP Flow Control Facility Design for Aviara Apartments (East) City of Carlsbad, California Preparation/Revision Date: 06/21/2022 Prepared for: Aviara East Housing LP 600 California Street, Suite 900 San Francisco, CA 94108 (619) 814-1281 Declaration of Responsible Charge I hereby declare that I am the engineer of work for this project, 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 current standards. I understand that the check of project drawings and specifications by the County of San Diego is confined to a review only and does not relieve me, as engineer of work, of my responsibilities for project design. Engineer of Work Hunsaker & Associates San Diego, Inc. 9707 Waples Street San Diego, CA 92121 Phone: (858)558-4500 Fax: (858)558-1414 Web:www.HunsakerSD.com 06/21/2022 _ Alisa S. Vialpando, R.C.E. 47945 Date President Hydromodification Management Plan (HMP) -Flow Control Facility Design This HMP report has been prepared in place of Attachment 2a of the Priority Development Project (PDP) SWQMP Aviara Apartments (East)(April 2022) and has been prepared to be submitted concurrently with the SWQMP. SECTIONS 1. Introduction/Summary 2. Flow Duration Curve Analysis 3. Elevation vs. Discharge, Elevation vs Area Curves, Drawdown, SWMM Input Calculations 4. SWMM Input Data (Existing and Proposed Models) 5. Hydromodification Watershed Maps I.INTRODUCTION/SUMMARY This HMP report summarizes the approach used to model the proposed Aviara Apartments (East) site within the City of Carlsbad, California using the Environmental Protection Agency (EPA) Storm Water Management Model 5.1 (SWMM). SWMM models were prepared for pre- and post- developed conditions at the project designated Point of Compliances (POC) in order to demonstrate that the proposed detention and hydromodification facilities have sufficient footprints and volumes to meet the current HMP requirements from the Regional Water Quality Control Board (RWQCB). The Proposed project drains to a single POC. See Section 6 of this Report for HMP-related maps. Following are brief descriptions of the POC: POC 1: POC 1 is located at the northwest corner of the project site, at where the existing storm drain crosses existing Aviara Parkway. This POC encompasses the area of DMA 1 amd DMA 2 (further subdivided into DMA 1-A, DMA 1-D, DMA 2-A , and DMA 2-D by soil groups), in a total of 1.49 acres in existing and proposed conditions, respectively. The designed flows generated from these two DMAs are detained by our HMP facilities (UDB-1 and UDB-2). The flows from DMA 1 will be routed through the proposed WQ/HMP/DETENTION underground vault (UDB-1), and volume- based proprietary biofiltration BMP (modular wetland BMP-1) to minimize the water quality and runoff flow impact of the project, while the flows from DMA 2 will be routed through a flow- based Modular Wetland unit (BMP-2), which will treat flows for pollutant control and then through the HMP/DETENTION underground vault (UDB-2) to meet hydromodification requiremnets. The outflows from UDB-1 and UDB-2 then confluence at predefined POC1. SWMM MODEL DEVELOPMENT Two (2) SWMM models are prepared for each POC; one represents existing (pre-developed) conditions and another represents proposed condition. The existing condition (pre-developed conditions) analysis was prepared by defining the area to the respective POC. It is important to note that the project site was originally graded and compacted; therefore, site compaction is reflected in the analysis by a 25% reduction in Conductivity in the Green-Ampt Infiltration menu in SWMM. The conductivity of soil A & soil D were set to 0.225 and 0.01875 in/hr, respectively. Per the Design Manual, the pre-development areas are considered to have 0% imperviousness. Similarly, the proposed condition analysis was prepared by defining the areas to the respective POC. However, since some of the DMAs consist of more than one hydrologic soil group, further subdivision of the overall tributary area was required. The proposed development is divided into two drainage areas. Runoff from the northerly area (DMA2-D and DMA2-A), which includes a portion of the northerly wing of the building and parking lot, is intercepted by catch basins, conveyed to a Modular Wetland unit (BMP-2), which will treat flows for pollutant control and then to the underground detention vault (UDB-2) near the northwest property corner, and then released to the existing 18-inch storm drain. Discharge from UDB-2 is managed by a system of orifices and weirs within a proposed riser within UDB-2, which outlets at POC-1. Runoff from the southerly drainage area (DMA1-A& DMA1-D) includes the remaining northerly building wing and parking lot, the southerly building wing and parking lot, and the recreation area between the building wings and to the east of the building. Runoff from the southerly drainage area is collected by catch basins and conveyed to the underground hydromodification detention vault (UDB-1) near the southeast property. The UDB-1 underground vault will be used to store the required fraction of the designed captured volume (1.75 DCV in our case), and regulate flows to downstream proprietary biofiltration BMP (Modular Wetland BMP-1). Two orifices (0.625”) were sized to drwdown the required water quality volume (1.75 DCV) within 58 hrs, the required time to biofilter 92% of the annual runoff volume per Figure B.3-1. The orifice equation was used to determine the outflow from the vault (UDB-1) when it is filled to the depth associated with 1.75 DCV. The proposed BMP-1 was designed and sized to accommodate the said flow from the vault, with an additional safety factor. (The design flow rate corresponds with the rates from the provided certified testing from the manufactor (bioclean)). In purpose to meet hydromodification\ detention requirements, additional orifices were sized and located above the water quality ponding depth along the outlet structue’s height (located within the vault). A water surface control weir is added to the outlet structure with a rim set at the water quality ponding depth to bypass the flow that exceeds the required water quality flow to the 18” storm drain without routing it through the BMP-1 . The vault’s discharge (UDB-1) and the BMP-1 discharge will be conveyed via a proposed 18-inch storm drain to the existing 18-inch storm drain near the northwest property corner. As the total discharge from the vault is controlled by the outlet structure’s orifices and for simplicity, the WQ orifices and HMP orifices were modeled as one outlet in the proposed SWMM model. For hydromodification purposes the volume of a MWS is negligible and not included in the model. Vault Discussion:Flow control at each vault is achieved using multiple orifices along the height of an outlet structure. The size, number and location of the orifices along its height are presented in the Vault Table below. For all SWMM models, flow duration curves were prepared to demonstrate that the proposed vaults footprints and proposed outlet structure will be sufficient to meet the current HMP requirements. The inputs required to develop SWMM models include rainfall, watershed characteristics, and BMP configurations. The Oceanside Rain Gage from the Project Clean Water website was used for this study since it is the most representative of the project site precipitation. Evaporation for the site was modeled using average monthly values from the San Diego County hourly dataset. The site was modeled with hydrologic group A, D soils as determined from both the San Diego County Hydrology Manual soil map and the United States Geological Survey (USGS) web-based Soil Survey Map. Other SWMM inputs for the subareas are discussed in the following sections of this document where the selection of parameters is further explained in detail. RISER SUMMARY WQ/HMP/DETENTION-1 Riser Summary (Vault 1) Discharge vs Elevation Table (WQ) Low orifice D:0.625 "(HMP) Top orifice D:1 " Number:2 Number:12 Cg-low:0.61 Cg-low:0.61 invert elev:0.00 ft invert elev:4.25 ft (HMP) Low orifice D:1.00 "Emergency weir: number of orif:12 Rim Height:4.67 ft Cg-middle:0.61 Weir Length (ft)14.00 ft invert elev:2.98 ft Riser Box D 3x4 (HMP) Middle orifice D:1.5 " number of orif:10 Cg-middle:0.61 invert elev:3.85 ft HMP/DETENTION-1 Riser Summary (Vault 2) Discharge vs Elevation Table (HMP) Low orifice D:0.35 "(HMP) Top orifice D:4 " Number:2 Number:6 Cg-low:0.61 Cg-low:0.61 invert elev:0.00 ft invert elev:3.95 ft (HMP) Middle orifice D:1 "Emergency weir: number of orif:2 Rim Height:4.53 ft Cg-middle:0.61 Weir Length (ft)10.00 ft invert elev:2.90 ft Riser Box D 2X3 - --- - -- FLOW DURATION CURVE COMPARISON The Flow Duration Curves (FDC) for the site were compared at each POC by exporting the hourly runoff time series results from SWMM to a spreadsheet. The FDC for each POC was compared between 10% of the existing condition Q2 up to the existing condition Q10. The Q2 and Q10 were determined using a partial duration statistical analysis of the runoff time series in an Excel spreadsheet. As the SWMM Model is a statistical analysis based on the Weibull Plotting Position Method, the Weibull Method was also used within the spreadsheet to ensure that the results were similar to those obtained by the SWMM Model. The range between 10% of Q2 and Q10 was divided into 100 equal time intervals; the number of hours that each flow rate was exceeded was counted from the hourly series. Additionally, the intermediate peaks with a return period “i” were obtained (Qi with i=3 to 9). For the purpose of the plot, the values were presented as a percentage of time that exceeded for each flow rate. Section 6 of this HMP Study provides a detailed drainage exhibit for the post-developed conditions. As shown in FDC curve in the succeeding section, the FDC for the proposed condition for each basin is within 110% of the curve for the existing condition. The additional runoff volume generated from developing the site will be released to the downstream storm drain at a flow rate below the 10% Q2 lower threshold. Additionally, the Proposed Project will not increase peak flow rates between the Q2 and the Q10, as shown in the graphics in Flow Frequency Summary Figure. Similar FDC comparison curves also were generated for each POC and included in the following Section 1 of this report. SUMMARY & CONCLUSION A summary of existing and proposed conditions draining to each POC is shown in the Tables 7-8 below. The proposed basins successfully mitigated increased flow frequencies as a result of development. In general, the post-project natural area has been established as the balance of the existing natural area minus the developed area. The area difference between the EX and PR is due to the diversion. Table 1: POC1 Area Summary Existing (AC) Proposed (AC) POC 1 1.41 1.41 TOTAL *1.41 *1.41 *The parcel area is approximately 1.49 acres while the area treated in this development is 1.41 acres. The remaining 0.08 acres is composed by approximately 0.06 acres that drain away from the site and into street trees along Laurel Tree Lane (per dwg. no. 535-1) and 0.02 acres of self- mitigating area. This study has demonstrated that the proposed basin footprints for the project site is sufficient to meet the current HMP criteria if the basin cross-section area and volume recommended within this report are incorporated at the project site. II. FLOW DURACTION CURVE ANALYSIS SECTION 1 - Flow Duration Curve Analysis, Plot & Table The FDCs shall not exceed the existing conditions by more than 10%, neither in peak flow nor duration. The Flow Duration Curve on the following pages illustrate that the FDCs in post-development conditions, after the proposed BMPs are installed, is below the existing FDC. The FDC table following the curve shows that if the interval 0.1*Q2 – Q 10 is divided into 100 sub-intervals, then: a) the post-development divided by pre-development durations are never larger than 110% (the permit allows up to 110%); and, b) there are no more than 10 intervals in the range 101%-110%, which would imply an excess over 10% of the length of the curve (the permit allows less than 10% of excesses measured as 101-110%). Consequently, the design passes the hydromodification test. It is important to note that the FDCs can be expressed in the “x” axis as a percentage of time, hours per year, total number of hours, or any other similar time variable. As those variables only differ by multiplying a constant, their plot in logarithmic scale will appear exactly the same and compliance can be observed regardless of the variable selected. The selection of a logarithmic scale in lieu of the normal scale is preferred, as differences between the pre-development and post-development curves can be depicted more clearly in the entire range of analysis. Both graphics are presented for reference in Flow Duration Curves below. For the “y” axis, the peak flow value is the variable of choice. As an additional analysis performed by H&A, not only the range of analysis is clearly depicted (10% of Q 5 to Q 10) but also all intermediate flows are shown (10% of Q 2, Q 2, Q 3, Q 4, Q 5, Q 6, Q 7, Q 8 and Q 9) in order to demonstrate compliance at any range Q x – Q x+1. It must be pointed out that one of the limitations of both the SWMM and SDHM models is that the intermediate analysis is not performed (to obtain Q i from i = 2 to 10). H&A performed the analysis using the Cunnane Plotting Position Method (the preferred method in the HMP permit) from the “n” largest independent peak flows obtained from the continuous time series. Peak Flow Frequency Summary Return Period Pre-project Qpeak (cfs) Post-project - Mitigated Q (cfs) Reduction (cfs) LF = 0.5xQ2 0.050 0.017 0.033 2-year 0.497 0.171 0.326 5-year 0.733 0.267 0.466 10-year 0.989 0.319 0.670 \\pcserver\acaddata\1718\Hyd\HMP\Calcs\SWMM\2nd Submittal\1718_SWMM_Post Processing_POC 1-FE.xlsx 0.000 5.000 10.000 15.000 20.000 0 5 10 15 20 25 30 35 40 45 50 55 60Peak Flow in cfsReturn Period in Years Peak Flow Frequency Curves - POC-1 Pre-project Qpeak Post-project Mitigated Qpeak I I I I I I -0- -Ir---- I -- -I -·--I I I I I T ' I -■ :rr--:-1 -I I I . , . -:--.-.:-A.l .. I I I I I I -,_ ... POC-1 Low-flow Threshold:10% 0.1xQ2 (Pre):0.050 cfs Q10 (Pre):0.989 cfs Ordinate #:100 Incremental Q (Pre):0.00939 cfs Total Hourly Data:497370 hours The proposed BMP:PASSED Interval Pre-project Flow (cfs)Pre-project Hours Pre-project % Time Exceeding Post-project Hours Post-project % Time Exceeding Percentage Pass/Fail 0 0.050 339 6.82E-04 261 5.25E-04 77%Pass 1 0.059 279 5.61E-04 209 4.20E-04 75%Pass 2 0.068 216 4.34E-04 175 3.52E-04 81%Pass 3 0.078 161 3.24E-04 154 3.10E-04 96%Pass 4 0.087 143 2.88E-04 144 2.90E-04 101%Pass 5 0.097 132 2.65E-04 136 2.73E-04 103%Pass 6 0.106 130 2.61E-04 130 2.61E-04 100%Pass 7 0.115 124 2.49E-04 116 2.33E-04 94%Pass 8 0.125 118 2.37E-04 111 2.23E-04 94%Pass 9 0.134 112 2.25E-04 102 2.05E-04 91%Pass 10 0.144 109 2.19E-04 98 1.97E-04 90%Pass 11 0.153 103 2.07E-04 92 1.85E-04 89%Pass 12 0.162 96 1.93E-04 86 1.73E-04 90%Pass 13 0.172 94 1.89E-04 80 1.61E-04 85%Pass 14 0.181 93 1.87E-04 76 1.53E-04 82%Pass 15 0.191 92 1.85E-04 67 1.35E-04 73%Pass 16 0.200 89 1.79E-04 60 1.21E-04 67%Pass 17 0.209 87 1.75E-04 54 1.09E-04 62%Pass 18 0.219 86 1.73E-04 47 9.45E-05 55%Pass 19 0.228 84 1.69E-04 43 8.65E-05 51%Pass 20 0.238 80 1.61E-04 36 7.24E-05 45%Pass 21 0.247 68 1.37E-04 34 6.84E-05 50%Pass 22 0.256 68 1.37E-04 30 6.03E-05 44%Pass 23 0.266 66 1.33E-04 25 5.03E-05 38%Pass 24 0.275 64 1.29E-04 20 4.02E-05 31%Pass 25 0.285 61 1.23E-04 19 3.82E-05 31%Pass 26 0.294 58 1.17E-04 17 3.42E-05 29%Pass 27 0.303 55 1.11E-04 15 3.02E-05 27%Pass 28 0.313 55 1.11E-04 14 2.81E-05 25%Pass 29 0.322 54 1.09E-04 12 2.41E-05 22%Pass 30 0.332 52 1.05E-04 11 2.21E-05 21%Pass 31 0.341 51 1.03E-04 10 2.01E-05 20%Pass 32 0.350 50 1.01E-04 10 2.01E-05 20%Pass 33 0.360 50 1.01E-04 7 1.41E-05 14%Pass 34 0.369 50 1.01E-04 6 1.21E-05 12%Pass 35 0.378 47 9.45E-05 6 1.21E-05 13%Pass 36 0.388 47 9.45E-05 5 1.01E-05 11%Pass 37 0.397 46 9.25E-05 4 8.04E-06 9%Pass 38 0.407 46 9.25E-05 4 8.04E-06 9%Pass 39 0.416 42 8.44E-05 3 6.03E-06 7%Pass 40 0.425 39 7.84E-05 3 6.03E-06 8%Pass 41 0.435 39 7.84E-05 3 6.03E-06 8%Pass 42 0.444 36 7.24E-05 3 6.03E-06 8%Pass 43 0.454 35 7.04E-05 3 6.03E-06 9%Pass 44 0.463 35 7.04E-05 3 6.03E-06 9%Pass 45 0.472 34 6.84E-05 3 6.03E-06 9%Pass 46 0.482 33 6.63E-05 3 6.03E-06 9%Pass 47 0.491 33 6.63E-05 3 6.03E-06 9%Pass 48 0.501 32 6.43E-05 3 6.03E-06 9%Pass Interval Pre-project Flow (cfs)Pre-project Hours Pre-project % Time Exceeding Post-project Hours Post-project % Time Exceeding Percentage Pass/Fail 49 0.510 32 6.43E-05 3 6.03E-06 9%Pass 50 0.519 31 6.23E-05 3 6.03E-06 10%Pass 51 0.529 31 6.23E-05 3 6.03E-06 10%Pass 52 0.538 30 6.03E-05 3 6.03E-06 10%Pass 53 0.548 30 6.03E-05 3 6.03E-06 10%Pass 54 0.557 27 5.43E-05 3 6.03E-06 11%Pass 55 0.566 26 5.23E-05 3 6.03E-06 12%Pass 56 0.576 24 4.83E-05 3 6.03E-06 13%Pass 57 0.585 22 4.42E-05 3 6.03E-06 14%Pass 58 0.595 21 4.22E-05 3 6.03E-06 14%Pass 59 0.604 21 4.22E-05 3 6.03E-06 14%Pass 60 0.613 21 4.22E-05 3 6.03E-06 14%Pass 61 0.623 21 4.22E-05 3 6.03E-06 14%Pass 62 0.632 21 4.22E-05 3 6.03E-06 14%Pass 63 0.641 20 4.02E-05 3 6.03E-06 15%Pass 64 0.651 20 4.02E-05 3 6.03E-06 15%Pass 65 0.660 19 3.82E-05 3 6.03E-06 16%Pass 66 0.670 18 3.62E-05 3 6.03E-06 17%Pass 67 0.679 18 3.62E-05 3 6.03E-06 17%Pass 68 0.688 17 3.42E-05 3 6.03E-06 18%Pass 69 0.698 17 3.42E-05 3 6.03E-06 18%Pass 70 0.707 17 3.42E-05 3 6.03E-06 18%Pass 71 0.717 16 3.22E-05 3 6.03E-06 19%Pass 72 0.726 13 2.61E-05 3 6.03E-06 23%Pass 73 0.735 12 2.41E-05 3 6.03E-06 25%Pass 74 0.745 12 2.41E-05 3 6.03E-06 25%Pass 75 0.754 10 2.01E-05 3 6.03E-06 30%Pass 76 0.764 9 1.81E-05 3 6.03E-06 33%Pass 77 0.773 9 1.81E-05 3 6.03E-06 33%Pass 78 0.782 9 1.81E-05 3 6.03E-06 33%Pass 79 0.792 9 1.81E-05 3 6.03E-06 33%Pass 80 0.801 8 1.61E-05 3 6.03E-06 38%Pass 81 0.811 8 1.61E-05 2 4.02E-06 25%Pass 82 0.820 8 1.61E-05 2 4.02E-06 25%Pass 83 0.829 7 1.41E-05 1 2.01E-06 14%Pass 84 0.839 7 1.41E-05 1 2.01E-06 14%Pass 85 0.848 7 1.41E-05 1 2.01E-06 14%Pass 86 0.858 7 1.41E-05 1 2.01E-06 14%Pass 87 0.867 7 1.41E-05 1 2.01E-06 14%Pass 88 0.876 7 1.41E-05 1 2.01E-06 14%Pass 89 0.886 7 1.41E-05 1 2.01E-06 14%Pass 90 0.895 6 1.21E-05 1 2.01E-06 17%Pass 91 0.905 6 1.21E-05 1 2.01E-06 17%Pass 92 0.914 6 1.21E-05 1 2.01E-06 17%Pass 93 0.923 6 1.21E-05 1 2.01E-06 17%Pass 94 0.933 6 1.21E-05 1 2.01E-06 17%Pass 95 0.942 6 1.21E-05 1 2.01E-06 17%Pass 96 0.951 6 1.21E-05 1 2.01E-06 17%Pass 97 0.961 6 1.21E-05 1 2.01E-06 17%Pass 98 0.970 5 1.01E-05 1 2.01E-06 20%Pass 99 0.980 5 1.01E-05 1 2.01E-06 20%Pass 100 0.989 5 1.01E-05 1 2.01E-06 20%Pass 0.000 0.200 0.400 0.600 0.800 1.000 1.200 1.0E-06 1.0E-05 1.0E-04 1.0E-03Flow (cfs)% Time Exceeding Flow Duration Curve - POC-1 [Pre vs. Post (Mitigated)] Pre-project Q Post-project (Mitigated) Q-I iL----. J ~ I► -p. -I -,,.. ' m:r ..? J ~ " ..r --r -p .. --i f + + , ~ ,_ I I n ,--I III. ELEVATION VS DISCHARGE,ELEVATION VS AREA,DRAWDOWN, SWMM INPUT PARAMETER CALCULATIONS Elevation vs. Area For the flow diverted each respective receiving detention basin, a pond is used to route the hydrographs. The elevation vs area curve in the model is calculated in Excel and imported into the model at a 0.05- 1 ft. interval range. Elevation vs Discharge The total discharge peak flow data is imported from an Excel spreadsheet that calculated the elevation vs discharge of the multiple outlet system for each basin. The orifices have been selected to maximize their size while still restricting flows to conform to the required 10% of the Q2 event flow. While we acknowledge that these orifices may be small, increasing the size of these outlets would impact the ability of the basins to restrict flows beneath the HMP thresholds, thus preventing the BMP from conforming with the HMP requirements. In order to prevent blockage of the orifices, a debris screen will be fitted to the base invert of the lower orifices located within each basin. Regular maintenance of the riser and orifices will be performed to ensure potential blockages are minimized. A detail of the orifice and riser structure is provided in Section 3 of this attachment. The stage-storage and stage-discharge calculations have been provided on the following pages. Discharge vs Elevation Table Low orifice:0.625 "Top orifice:0.625 " Number:2 Number:0 Cg-low:0.61 Cg-low:0.61 invert elev:0.00 ft invert elev:0.40 ft h H/D-low H/D-mid H/D-top Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmid-weir Qtot-med Qtop-orif Qtop-weir Qtot-top Qpeak-top Qtot (ft)---(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs) 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.1 1.92 0.00 0.00 0.006 0.007 0.006 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.006 0.2 3.84 0.00 0.00 0.009 0.012 0.009 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.009 0.3 5.76 0.00 0.00 0.011 0.160 0.011 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.011 0.4 7.68 0.00 0.00 0.013 1.074 0.013 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.013 0.5 9.60 0.00 1.92 0.014 4.165 0.014 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.014 0.6 11.52 1.45 3.84 0.016 11.942 0.016 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.016 0.7 13.44 2.91 5.76 0.017 28.324 0.017 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.017 0.8 15.36 4.36 7.68 0.018 58.949 0.018 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.018 0.9 17.28 5.82 9.60 0.020 111.482 0.020 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.020 1.0 19.20 7.27 11.52 0.021 195.932 0.021 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.021 1.1 21.12 8.73 13.44 0.022 324.955 0.022 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.022 1.2 23.04 10.18 15.36 0.023 514.170 0.023 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.023 1.3 24.96 11.64 17.28 0.024 782.465 0.024 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.024 1.4 26.88 13.09 19.20 0.024 1152.312 0.024 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.024 1.5 28.80 14.55 21.12 0.025 1650.074 0.025 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.025 1.6 30.72 16.00 23.04 0.026 2306.314 0.026 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.026 1.7 32.64 17.45 24.96 0.027 3156.112 0.027 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.027 1.8 34.56 18.91 26.88 0.028 4239.369 0.028 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.028 Vault #1 Discharge WQ Riser Discharge vs Elevation Table Low orifice:1.00 "Top orifice:1 " Number:12 Number:12 Cg-low:0.61 Cg-low:0.61 invert elev:2.98 ft invert elev:4.25 ft Middle orifice:1.5 "Emergency inlet: number of orif:10 Rim height:4.67 ft Cg-middle:0.61 Riser Box D 3x4 invert elev:3.85 ft Weir Length 14.00 ft Peak Flow WQ+HMP h H/D-low H/D-mid H/D-top Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmid-weir Qtot-med Qtop-orif Qtop-weir Qtot-top Qpeak-top Qtot Qtot (ft)---(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs) 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.1 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.006 0.2 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.009 0.3 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.011 0.4 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.013 0.5 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.014 0.6 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.016 0.7 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.017 0.8 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.018 0.9 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.020 1.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.021 1.1 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.022 1.2 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.023 1.3 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.024 1.4 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.024 1.5 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.025 1.6 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.026 1.7 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.027 1.8 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.028 1.9 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.029 2.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.029 2.1 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.030 2.2 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.031 2.3 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.031 2.4 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.032 2.5 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.033 2.6 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.033 2.7 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.034 2.8 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.035 2.9 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.035 3.0 0.24 0.00 0.00 0.000 0.005 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.005 0.041 3.1 1.44 0.00 0.00 0.090 0.107 0.090 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.090 0.126 3.2 2.64 0.00 0.00 0.135 0.169 0.135 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.135 0.172 3.3 3.84 0.00 0.00 0.169 0.240 0.169 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.169 0.207 3.4 5.04 0.00 0.00 0.197 1.212 0.197 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.197 0.235 3.5 6.24 0.00 0.00 0.222 5.390 0.222 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.222 0.260 3.6 7.44 0.00 0.00 0.244 17.074 0.244 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.244 0.283 3.7 8.64 0.00 0.00 0.264 43.126 0.264 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.264 0.304 3.8 9.84 0.00 0.00 0.283 93.551 0.283 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.283 0.323 3.9 11.04 0.40 0.00 0.300 182.071 0.300 0.000 0.028 0.028 0.000 0.000 0.000 0.000 0.328 0.369 4.0 12.24 1.20 0.00 0.317 326.699 0.317 0.178 0.190 0.178 0.000 0.000 0.000 0.000 0.495 0.536 4.1 13.44 2.00 0.00 0.333 550.313 0.333 0.260 0.345 0.260 0.000 0.000 0.000 0.000 0.593 0.635 4.2 14.64 2.80 0.00 0.348 881.237 0.348 0.322 0.388 0.322 0.000 0.000 0.000 0.000 0.670 0.713 4.3 15.84 3.60 0.60 0.362 1353.807 0.362 0.374 0.457 0.374 0.029 0.026 0.026 0.000 0.762 0.805 4.4 17.04 4.40 1.80 0.376 2008.955 0.376 0.419 1.104 0.419 0.105 0.138 0.105 0.000 0.901 0.945 4.5 18.24 5.20 3.00 0.390 2894.777 0.390 0.460 3.473 0.460 0.146 0.170 0.146 0.000 0.996 1.040 5.67 32.28 14.56 17.04 0.521 57903.645 0.521 0.796 1963.838 0.796 0.376 2008.955 0.376 46.620 48.314 48.363 4.7 20.64 6.80 5.40 0.415 5590.124 0.415 0.533 21.948 0.533 0.205 1.977 0.205 0.242 1.395 1.440 4.8 21.84 7.60 6.60 0.427 7536.855 0.427 0.566 44.856 0.566 0.228 7.850 0.228 2.185 3.407 3.452 4.9 23.04 8.40 7.80 0.439 9989.826 0.439 0.597 83.441 0.597 0.250 22.991 0.250 5.142 6.428 6.474 5.0 24.24 9.20 9.00 0.451 13041.597 0.451 0.626 144.404 0.626 0.270 55.147 0.270 8.838 10.185 10.231 5.1 25.44 10.00 10.20 0.462 16795.347 0.462 0.655 236.082 0.655 0.288 115.375 0.288 13.145 14.550 14.597 5.2 26.64 10.80 11.40 0.473 21365.449 0.473 0.682 368.620 0.682 0.305 218.626 0.305 17.988 19.448 19.495 5.3 27.84 11.60 12.60 0.484 26878.041 0.484 0.708 554.143 0.708 0.322 384.311 0.322 23.312 24.825 24.873 5.4 29.04 12.40 13.80 0.494 33471.607 0.494 0.733 806.931 0.733 0.337 636.882 0.337 29.077 30.642 30.690 5.5 30.24 13.20 15.00 0.504 41297.550 0.504 0.757 1143.594 0.757 0.352 1006.405 0.352 35.252 36.866 36.915 5.6 31.44 14.00 16.20 0.514 50520.764 0.514 0.780 1583.247 0.780 0.366 1529.136 0.366 41.812 43.473 43.522 5.67 32.28 14.56 17.04 0.521 57903.645 0.521 0.796 1963.838 0.796 0.376 2008.955 0.376 46.620 48.314 48.363 Vault #1 Discharge HMP Riser 1.80 depth area area (ac) elevation volume (cf) volume (acft) 0.0 1744.3 0.0000 89.2 0 0.00 0.1 1744.3 0.0400 89.3 174 0.00 0.2 1744.3 0.0400 89.4 349 0.01 0.3 1744.3 0.0400 89.5 523 0.01 0.4 1744.3 0.0400 89.6 698 0.02 0.5 1744.3 0.0400 89.7 872 0.02 0.6 1744.3 0.0400 89.8 1,047 0.02 0.7 1744.3 0.0400 89.9 1,221 0.03 0.8 1744.3 0.0400 90.0 1,395 0.03 0.9 1744.3 0.0400 90.1 1,570 0.04 1.0 1744.3 0.0400 90.2 1,744 0.04 1.1 1744.3 0.0400 90.3 1,919 0.04 1.2 1744.3 0.0400 90.4 2,093 0.05 1.3 1744.3 0.0400 90.5 2,268 0.05 1.4 1744.3 0.0400 90.6 2,442 0.06 1.5 1744.3 0.0400 90.7 2,617 0.06 1.6 1744.3 0.0400 90.8 2,791 0.06 1.7 1744.3 0.0400 90.9 2,965 0.07 1.8 1744.3 0.0400 91.0 3,140 0.07 1.9 1744.3 0.0400 91.1 3,314 0.08 2.0 1744.3 0.0400 91.2 3,489 0.08 2.1 1744.3 0.0400 91.3 3,663 0.08 2.2 1744.3 0.0400 91.4 3,838 0.09 2.3 1744.3 0.0400 91.5 4,012 0.09 2.4 1744.3 0.0400 91.6 4,186 0.10 2.5 1744.3 0.0400 91.7 4,361 0.10 2.6 1744.3 0.0400 91.8 4,535 0.10 2.7 1744.3 0.0400 91.9 4,710 0.11 2.8 1744.3 0.0400 92.0 4,884 0.11 2.9 1744.3 0.0400 92.1 5,059 0.12 3.0 1744.3 0.0400 92.2 5,233 0.12 3.1 1744.3 0.0400 92.3 5,407 0.12 3.2 1744.3 0.0400 92.4 5,582 0.13 3.3 1744.3 0.0400 92.5 5,756 0.13 3.4 1744.3 0.0400 92.6 5,931 0.14 3.5 1744.3 0.0400 92.7 6,105 0.14 3.6 1744.3 0.0400 92.8 6,280 0.14 3.7 1744.3 0.0400 92.9 6,454 0.15 3.8 1744.3 0.0400 93.0 6,629 0.15 3.9 1744.3 0.0400 93.1 6,803 0.16 4.0 1744.3 0.0400 93.2 6,977 0.16 4.1 1744.3 0.0400 93.3 7,152 0.16 4.2 1744.3 0.0400 93.4 7,326 0.17 4.3 1744.3 0.0400 93.5 7,501 0.17 4.4 1744.3 0.0400 93.6 7,675 0.18 4.5 1744.3 0.0400 93.7 7,850 0.18 4.6 1744.3 0.0400 93.8 8,024 0.18 4.7 1744.3 0.0400 93.9 8,198 0.19 4.8 1744.3 0.0400 94.0 8,373 0.19 4.9 1744.3 0.0400 94.1 8,547 0.20 5.0 1744.3 0.0400 94.2 8,722 0.20 5.1 1744.3 0.0400 94.3 8,896 0.20 5.2 1744.3 0.0400 94.4 9,071 0.21 5.67 1744.3 0.0400 94.9 9,890 0.23 5.4 1744.3 0.0400 94.6 9,419 0.22 5.5 1744.3 0.0400 94.7 9,594 0.22 5.6 1744.3 0.0400 94.8 9,768 0.22 5.67 1744.3 0.0400 94.87 9,890 0.23 Aviara East Vault #1 Stage Storage Input DCV 1,789 Input Factor 1.75 WQ Ponding Depth ft Note: Find out the elevation value in relation to required WQ volume Vault #1 Stage Storage 87.19 Elevation QAVG (CFS)DV (CF)DT (HR)Total T 89.30 0.00284 174 17.08 87.19 89.40 0.00719 174 6.74 70.10 89.50 0.00981 174 4.94 63.36 89.60 0.01184 174 4.09 58.42 89.70 0.01356 174 3.57 54.33 89.80 0.01508 174 3.21 50.75 89.90 0.01646 174 2.94 47.54 90.00 0.01774 174 2.73 44.60 90.10 0.01893 174 2.56 41.86 90.20 0.02004 174 2.42 39.30 90.30 0.02110 174 2.30 36.89 90.40 0.02211 174 2.19 34.59 90.50 0.02307 174 2.10 32.40 90.60 0.02400 174 2.02 30.30 90.70 0.02489 174 1.95 28.28 90.80 0.02575 174 1.88 26.33 90.90 0.02658 174 1.82 24.45 91.00 0.02738 174 1.77 22.63 91.10 0.02817 174 1.72 20.86 91.20 0.02893 174 1.67 19.14 91.30 0.02967 174 1.63 17.46 91.40 0.03040 174 1.59 15.83 91.50 0.03110 174 1.56 14.24 91.60 0.03180 174 1.52 12.68 91.70 0.03247 174 1.49 11.15 91.80 0.03314 174 1.46 9.66 91.90 0.03379 174 1.43 8.20 92.00 0.03442 174 1.41 6.77 92.10 0.03505 174 1.38 5.36 92.20 0.03794 174 1.28 3.98 92.30 0.08338 174 0.58 2.70 92.40 0.14935 174 0.32 2.12 92.50 0.18962 174 0.26 1.79 92.60 0.22108 174 0.22 1.54 92.70 0.24792 174 0.20 1.32 92.80 0.27178 174 0.18 1.12 92.90 0.29347 174 0.17 0.94 93.00 0.31352 174 0.15 0.78 93.10 0.34618 174 0.14 0.62 93.20 0.45268 174 0.11 0.48 93.30 0.58556 174 0.08 0.38 93.40 0.67372 174 0.07 0.29 93.50 0.75881 174 0.06 0.22 93.60 0.87489 174 0.06 0.16 93.70 0.99252 174 0.05 0.10 93.80 24.70193 174 0.00 0.05 93.90 24.90187 174 0.00 0.05 94.00 2.44631 174 0.02 0.05 94.10 4.96339 174 0.01 0.03 94.20 8.35273 174 0.01 0.02 94.30 12.41403 174 0.00 0.02 94.40 17.04622 174 0.00 0.01 94.87 22.18424 820 0.01 0.01 94.60 27.78147 -471 0.00 0.00 94.70 33.80232 174 0.00 0.00 94.80 40.21844 174 0.00 0.00 94.87 45.94282 122 0.00 0.00 HMP Drawdown @ Discharge vs Elevation Table Low orifice:0.35 "Top orifice:4 " Number:2 Number:6 Cg-low:0.61 Cg-low:0.61 invert elev:0.00 ft invert elev:3.95 ft Middle orifice:1 "Emergency inlet: number of orif:2 Rim height:4.53 ft Cg-middle:0.61 Riser Box D 2X3 ft invert elev:2.90 ft Weir Length 10.00 ft 0.03125 h H/D-low H/D-mid H/D-top Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmid-weir Qtot-med Qtop-orif Qtop-weir Qtot-top Qpeak-top Qtot (ft)---(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs) 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0000 0.1 3.43 0.00 0.00 0.002 0.002 0.002 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0019 0.2 6.86 0.00 0.00 0.003 0.122 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0028 0.3 10.29 0.00 0.00 0.003 1.463 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0035 0.4 13.71 0.00 0.00 0.004 7.433 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0041 0.5 17.14 0.00 0.00 0.005 25.065 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0046 0.6 20.57 0.00 0.00 0.005 66.341 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0050 0.7 24.00 0.00 0.00 0.005 149.516 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0054 0.8 27.43 0.00 0.00 0.006 300.438 0.006 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0058 0.9 30.86 0.00 0.00 0.006 553.873 0.006 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0062 1.0 34.29 0.00 0.00 0.006 954.823 0.006 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0065 1.1 37.71 0.00 0.00 0.007 1559.858 0.007 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0068 1.2 41.14 0.00 0.00 0.007 2438.428 0.007 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0071 1.3 44.57 0.00 0.00 0.007 3674.192 0.007 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0074 1.4 48.00 0.00 0.00 0.008 5366.341 0.008 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0077 1.5 51.43 0.00 0.00 0.008 7630.916 0.008 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0080 1.6 54.86 0.00 0.00 0.008 10602.135 0.008 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0082 1.7 58.29 0.00 0.00 0.008 14433.714 0.008 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0085 1.8 61.71 0.00 0.00 0.009 19300.191 0.009 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0087 1.9 65.14 0.00 0.00 0.009 25398.246 0.009 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0090 2.0 68.57 0.00 0.00 0.009 32948.024 0.009 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0092 2.1 72.00 0.00 0.00 0.009 42194.463 0.009 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0094 2.2 75.43 0.00 0.00 0.010 53408.608 0.010 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0097 2.3 78.86 0.00 0.00 0.010 66888.940 0.010 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0099 2.4 82.29 0.00 0.00 0.010 82962.698 0.010 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0101 2.5 85.71 0.00 0.00 0.010 101987.199 0.010 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0103 2.6 89.14 0.00 0.00 0.011 124351.163 0.011 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0105 2.7 92.57 0.00 0.00 0.011 150476.034 0.011 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0107 2.8 96.00 0.00 0.00 0.011 180817.303 0.011 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0109 2.9 99.43 0.00 0.00 0.011 215865.833 0.011 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0111 3.0 102.86 1.20 0.00 0.011 256149.179 0.011 0.013 0.014 0.013 0.000 0.000 0.000 0.000 0.0242 3.1 106.29 2.40 0.00 0.011 302232.911 0.011 0.021 0.028 0.021 0.000 0.000 0.000 0.000 0.0327 3.2 109.71 3.60 0.00 0.012 354721.937 0.012 0.027 0.033 0.027 0.000 0.000 0.000 0.000 0.0388 3.3 113.14 4.80 0.00 0.012 414261.826 0.012 0.032 0.143 0.032 0.000 0.000 0.000 0.000 0.0438 3.4 116.57 6.00 0.00 0.012 481540.131 0.012 0.036 0.688 0.036 0.000 0.000 0.000 0.000 0.0482 3.5 120.00 7.20 0.00 0.012 557287.711 0.012 0.040 2.308 0.040 0.000 0.000 0.000 0.000 0.0521 3.6 123.43 8.40 0.00 0.012 642280.054 0.012 0.043 6.056 0.043 0.000 0.000 0.000 0.000 0.0557 3.7 126.86 9.60 0.00 0.013 737338.598 0.013 0.047 13.486 0.047 0.000 0.000 0.000 0.000 0.0591 3.8 130.29 10.80 0.00 0.013 843332.057 0.013 0.049 26.754 0.049 0.000 0.000 0.000 0.000 0.0622 3.9 133.71 12.00 0.00 0.013 961177.740 0.013 0.052 48.710 0.052 0.000 0.000 0.000 0.000 0.0652 4.0 137.14 13.20 0.15 0.013 1091842.876 0.013 0.055 82.999 0.055 0.000 0.029 0.029 0.000 0.0972 4.1 140.57 14.40 0.45 0.013 1236345.938 0.013 0.057 134.152 0.057 0.000 0.242 0.242 0.000 0.3130 4.2 144.00 15.60 0.75 0.013 1395757.961 0.013 0.060 207.683 0.060 0.740 0.615 0.615 0.000 0.6884 4.3 147.43 16.80 1.05 0.014 1571203.869 0.014 0.062 310.186 0.062 1.097 1.081 1.081 0.000 1.1566 4.4 150.86 18.00 1.35 0.014 1763863.796 0.014 0.064 449.432 0.064 1.364 1.569 1.364 0.000 1.4425 4.5 154.29 19.20 1.65 0.014 1974974.408 0.014 0.067 634.462 0.067 1.587 2.013 1.587 0.000 1.6674 5.67 194.40 33.24 5.16 0.016 6311005.595 0.016 0.088 11228.491 0.088 3.195 22.908 3.195 40.532 43.8306 4.7 161.14 21.60 2.25 0.014 2457784.951 0.014 0.071 1184.965 0.071 1.958 2.584 1.958 2.334 4.3767 4.8 164.57 22.80 2.55 0.014 2732252.784 0.014 0.073 1575.740 0.073 2.119 2.685 2.119 4.672 6.8778 4.9 168.00 24.00 2.85 0.014 3030709.748 0.014 0.075 2063.091 0.075 2.269 2.708 2.269 7.495 9.8523 5.0 171.43 25.20 3.15 0.015 3354695.014 0.015 0.077 2663.853 0.077 2.409 2.746 2.409 10.730 13.2300 5.1 174.86 26.40 3.45 0.015 3705812.220 0.015 0.078 3396.707 0.078 2.542 2.951 2.542 14.330 16.9652 5.2 178.29 27.60 3.75 0.015 4085730.797 0.015 0.080 4282.276 0.080 2.668 3.543 2.668 18.262 21.0253 5.3 181.71 28.80 4.05 0.015 4496187.289 0.015 0.082 5343.223 0.082 2.788 4.820 2.788 22.500 25.3851 5.4 185.14 30.00 4.35 0.015 4938986.677 0.015 0.084 6604.342 0.084 2.904 7.164 2.904 27.022 30.0249 5.5 188.57 31.20 4.65 0.015 5416003.702 0.015 0.085 8092.659 0.085 3.015 11.052 3.015 31.813 34.9282 5.6 192.00 32.40 4.95 0.015 5929184.185 0.015 0.087 9837.525 0.087 3.122 17.067 3.122 36.857 40.0812 5.67 194.40 33.24 5.16 0.016 6311005.595 0.016 0.088 11228.491 0.088 3.195 22.908 3.195 40.532 43.8306 Vault #2 Discharge Riser depth area area (ac) elevation volume (cf) volume (acft) 0.0 611.5 0.0000 229.5 0 0.00 0.1 611.5 0.0140 229.6 61 0.00 0.2 611.5 0.0140 229.7 122 0.00 0.3 611.5 0.0140 229.8 183 0.00 0.4 611.5 0.0140 229.9 245 0.01 0.5 611.5 0.0140 230.0 306 0.01 0.6 611.5 0.0140 230.1 367 0.01 0.7 611.5 0.0140 230.2 428 0.01 0.8 611.5 0.0140 230.3 489 0.01 0.9 611.5 0.0140 230.4 550 0.01 1.0 611.5 0.0140 230.5 612 0.01 1.1 611.5 0.0140 230.6 673 0.02 1.2 611.5 0.0140 230.7 734 0.02 1.3 611.5 0.0140 230.8 795 0.02 1.4 611.5 0.0140 230.9 856 0.02 1.5 611.5 0.0140 231.0 917 0.02 1.6 611.5 0.0140 231.1 978 0.02 1.7 611.5 0.0140 231.2 1,040 0.02 1.8 611.5 0.0140 231.3 1,101 0.03 1.9 611.5 0.0140 231.4 1,162 0.03 2.0 611.5 0.0140 231.5 1,223 0.03 2.1 611.5 0.0140 231.6 1,284 0.03 2.2 611.5 0.0140 231.7 1,345 0.03 2.3 611.5 0.0140 231.8 1,407 0.03 2.4 611.5 0.0140 231.9 1,468 0.03 2.5 611.5 0.0140 232.0 1,529 0.04 2.6 611.5 0.0140 232.1 1,590 0.04 2.7 611.5 0.0140 232.2 1,651 0.04 2.8 611.5 0.0140 232.3 1,712 0.04 2.9 611.5 0.0140 232.4 1,773 0.04 3.0 611.5 0.0140 232.5 1,835 0.04 3.1 611.5 0.0140 232.6 1,896 0.04 3.2 611.5 0.0140 232.7 1,957 0.04 3.3 611.5 0.0140 232.8 2,018 0.05 3.4 611.5 0.0140 232.9 2,079 0.05 3.5 611.5 0.0140 233.0 2,140 0.05 3.6 611.5 0.0140 233.1 2,202 0.05 3.7 611.5 0.0140 233.2 2,263 0.05 3.8 611.5 0.0140 233.3 2,324 0.05 3.9 611.5 0.0140 233.4 2,385 0.05 4.0 611.5 0.0140 233.5 2,446 0.06 4.1 611.5 0.0140 233.6 2,507 0.06 4.2 611.5 0.0140 233.7 2,568 0.06 4.3 611.5 0.0140 233.8 2,630 0.06 4.4 611.5 0.0140 233.9 2,691 0.06 4.5 611.5 0.0140 234.0 2,752 0.06 4.6 611.5 0.0140 234.1 2,813 0.06 4.7 611.5 0.0140 234.2 2,874 0.07 4.8 611.5 0.0140 234.3 2,935 0.07 4.9 611.5 0.0140 234.4 2,996 0.07 5.0 611.5 0.0140 234.5 3,058 0.07 5.1 611.5 0.0140 234.6 3,119 0.07 5.2 611.5 0.0140 234.7 3,180 0.07 5.3 611.5 0.0140 234.8 3,241 0.07 5.4 611.5 0.0140 234.9 3,302 0.08 5.5 611.5 0.0140 235.0 3,363 0.08 5.6 611.5 0.0140 235.1 3,425 0.08 5.67 611.5 0.0140 235.2 3,467 0.08 Vault #2 Stage Storage Aviara East Vault #2 86.62 Elevation QAVG (CFS)DV (CF)DT (HR)Total T 229.50 0.00 61 8.89 86.62 229.60 0.00 61 7.18 77.74 229.70 0.00 61 5.38 70.55 229.80 0.00 61 4.50 65.17 229.90 0.00 61 3.94 60.67 230.00 0.00 61 3.55 56.73 230.10 0.01 61 3.26 53.18 230.20 0.01 61 3.03 49.92 230.30 0.01 61 2.84 46.89 230.40 0.01 61 2.69 44.04 230.50 0.01 61 2.55 41.36 230.60 0.01 61 2.44 38.81 230.70 0.01 61 2.34 36.37 230.80 0.01 61 2.25 34.03 230.90 0.01 61 2.17 31.78 231.00 0.01 61 2.10 29.62 231.10 0.01 61 2.03 27.52 231.20 0.01 61 1.97 25.49 231.30 0.01 61 1.92 23.52 231.40 0.01 61 1.87 21.60 231.50 0.01 61 1.82 19.73 231.60 0.01 61 1.78 17.91 231.70 0.01 61 1.74 16.14 231.80 0.01 61 1.70 14.40 231.90 0.01 61 1.66 12.70 232.00 0.01 61 1.63 11.04 232.10 0.01 61 1.60 9.40 232.20 0.01 61 1.57 7.80 232.30 0.01 61 1.54 6.23 232.40 0.02 61 0.96 4.69 232.50 0.03 61 0.60 3.73 232.60 0.04 61 0.47 3.13 232.70 0.04 61 0.41 2.66 232.80 0.05 61 0.37 2.25 232.90 0.05 61 0.34 1.88 233.00 0.05 61 0.32 1.54 233.10 0.06 61 0.30 1.22 233.20 0.06 61 0.28 0.93 233.30 0.06 61 0.27 0.65 233.40 0.08 61 0.21 0.38 233.50 0.21 61 0.08 0.17 233.60 0.50 61 0.03 0.09 233.70 0.92 61 0.02 0.06 233.80 1.30 61 0.01 0.04 233.90 1.55 61 0.01 0.02 234.00 22.75 61 0.00 0.01 234.10 24.10 61 0.00 0.01 234.20 5.63 61 0.00 0.01 234.30 8.37 61 0.00 0.01 234.40 11.54 61 0.00 0.01 234.50 15.10 61 0.00 0.01 234.60 19.00 61 0.00 0.00 234.70 23.21 43 0.00 0.00 234.80 27.71 79 0.00 0.00 234.90 32.48 61 0.00 0.00 235.00 37.50 61 0.00 0.00 235.10 41.96 61 0.00 0.00 235.17 47.46 61 0.00 0.00 HMP Drawdown @ IV. SWMM INPUT DATA (EXISTING AND PROPOSED MODELS) Attached are the EPA-SWMM Model outputs for pre-development and post-development conditions for each POC. Similar modeling was used for analyzing the remaining POC locations using the input data found in the previous section. Each area, i.e., sub-catchments, outfalls, storage units, weir as a discharge, and outfalls (point of compliance), also are shown, as applicable. Variables in the modeling are associated with typical recommended values by the EPA-SWMM model and typical values found in technical literature (such as Maidment’s Handbook of Hydrology). Recommended values for the SWMM model have been obtained from the San Diego County HMP permit criteria established for SWMM calibration. Soil characteristics of the existing soils were determined based on data provided by Geotechnical Engineer/Geologist. KEY ASSUMPTIONS:Group A & D soils are representative of the existing conditions for the site. Some values incorporated within the SWMM model have been determined from the professional experience of H&A using conservative assumptions that tend to increase the size of the needed BMP and also generate a long-term runoff as a percentage of rainfall similar to those measured in gage stations in Southern California by the USGS. Description of model parameters and assumptions: N-Imperv – Manning’s N for impervious surfaces 0.012 (typical) N-Perv – Manning’s N for pervious surfaces 0.05 (typical) Dstore-Imperv – Depth of depression storage on impervious area (in) 0.05 (typical) Dstore-Perv – Depth of depression storage on pervious area (in) 0.100 %Zero-Imperv – Percentage of impervious area with no depression storage (%) 25 (typical) Suction Head – Soil capillary suction head (in) Conductivity – Soil saturated hydraulic conductivity (in/hr) -75% of these values if subcatchment is graded/compacted Initial Deficit – Initial moisture deficit (fraction) Soil Type Suction Head Conductivity Initial Deficit A 1.5 0.3 0.33 B 3 0.2 0.32 C 6 0.1 0.31 D 9 0.025 0.30 POC 1 – Pre-Developed Condition DMA1-D • Oceanside ', POC1EX -. 12] DMA1-A " 1718- POC1-EX.inp [TITLE] ;;Project Title/Notes PRE DEVELOPMENT AVIARA APARTMENTS (EAST) [OPTIONS] ;;Option Value FLOW_UNITS CFS INFILTRATION GREEN_AMPT FLOW_ROUTING KINWAVE LINK_OFFSETS DEPTH MIN_SLOPE 0 ALLOW_PONDING NO SKIP_STEADY_STATE NO START_DATE 08/28/1951 START_TIME 05:00:00 REPORT_START_DATE 08/28/1951 REPORT_START_TIME 05:00:00 END_DATE 05/23/2008 END_TIME 23:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 01:00:00 WET_STEP 00:15:00 DRY_STEP 04:00:00 ROUTING_STEP 0:01:00 RULE_STEP 00:00:00 INERTIAL_DAMPING PARTIAL NORMAL_FLOW_LIMITED BOTH FORCE_MAIN_EQUATION H-W VARIABLE_STEP 0.75 LENGTHENING_STEP 0 MIN_SURFAREA 12.557 MAX_TRIALS 8 HEAD_TOLERANCE 0.005 SYS_FLOW_TOL 5 LAT_FLOW_TOL 5 MINIMUM_STEP 0.5 THREADS 1 [EVAPORATION] ;;Data Source Parameters ;;-------------- ---------------- MONTHLY 0.06 0.08 0.110 0.15 0.17 0.19 0.19 0.18 0.15 0.11 0.08 0.06 DRY_ONLY NO [RAINGAGES] ;;Name Format Interval SCF Source ;;-------------- --------- ------ ------ ---------- Oceanside INTENSITY 1:00 1.0 TIMESERIES Oceanside [SUBCATCHMENTS] ;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ---------------- ;Area Draining to Vault #1. Soil type D DMA1-D Oceanside POC1EX 0.26 0 91 6.67 0 ;Soil type A area DMA1-A Oceanside POC1EX 1.16 0 214 6.49 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- DMA1-D 0.012 0.05 0.05 0.10 25 OUTLET DMA1-A 0.012 0.05 0.05 0.10 25 OUTLET [INFILTRATION] ;;Subcatchment Suction Ksat IMD ;;-------------- ---------- ---------- ---------- DMA1-D 9 0.01875 0.30 Page 1 INPUT 1718- POC1-EX.inp DMA1-A 1.5 0.225 0.33 [OUTFALLS] ;;Name Elevation Type Stage Data Gated Route To ;;-------------- ---------- ---------- ---------------- -------- ---------------- POC1EX 0 FREE NO [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- ;From County Oceanside FILE "R:\1718\Hyd\HMP\Calcs\SWMM\ACG\OCEANSIDE.prn" [REPORT] ;;Reporting Options SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ POC1EX 1953.528 3769.363 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ DMA1-D 550.775 5258.176 DMA1-A 2547.332 5516.351 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ Oceanside 2633.391 8098.107 Page 2 1718- POC1-PR-Mit.rpt EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.014) -------------------------------------------------------------- POST DEVELOPMENT AVIARA APARTMENTS (EAST) ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... GREEN_AMPT Flow Routing Method ...... KINWAVE Starting Date ............ 08/28/1951 05:00:00 Ending Date .............. 05/23/2008 23:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 01:00:00 Wet Time Step ............ 00:15:00 Dry Time Step ............ 04:00:00 Routing Time Step ........ 60.00 sec ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 79.905 675.250 Evaporation Loss ......... 11.746 99.263 Infiltration Loss ........ 9.786 82.702 Surface Runoff ........... 58.899 497.739 Final Storage ............ 0.005 0.046 Continuity Error (%) ..... -0.666 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 58.899 19.193 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.240 0.078 External Outflow ......... 53.549 17.450 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 5.658 1.844 Initial Stored Volume .... 0.072 0.023 Final Stored Volume ...... 0.000 0.000 Continuity Error (%) ..... 0.007 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Page 1 OUTPUT 1718- POC1-PR-Mit.rpt Routing Time Step Summary ************************* Minimum Time Step : 60.00 sec Average Time Step : 60.00 sec Maximum Time Step : 60.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 1.00 Percent Not Converging : 0.00 *************************** Subcatchment Runoff Summary *************************** ---------------------------------------------------------------------------------------------------------------- -------------- Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ---------------------------------------------------------------------------------------------------------------- -------------- DMA2-D 675.25 0.00 100.16 42.16 522.49 17.24 539.73 2.78 0.23 0.799 DMA1-D 675.25 0.00 70.91 182.46 356.89 74.74 431.64 0.82 0.08 0.639 DMA2-A 675.25 0.00 100.48 19.60 563.78 0.72 564.50 2.15 0.17 0.836 DMA1-A 675.25 0.00 100.88 92.07 482.86 2.43 485.29 13.44 1.19 0.719 ****************** Node Depth Summary ****************** --------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet --------------------------------------------------------------------------------- POC1PR OUTFALL 0.00 0.00 0.00 0 00:00 0.00 Out-1 OUTFALL 0.00 0.00 0.00 0 00:00 0.00 Out-2 OUTFALL 0.00 0.00 0.00 0 00:00 0.00 Vault-2 STORAGE 0.04 4.11 4.11 18857 12:04 4.10 Vault-1 STORAGE 0.04 4.42 4.42 15835 16:03 4.41 Detention-Vault1 STORAGE 0.00 4.66 4.66 0 04:12 3.96 Detention-Vault2 STORAGE 0.00 3.55 3.55 0 05:29 3.42 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- POC1PR OUTFALL 0.00 1.27 15835 16:01 0 17.3 0.000 Out-1 OUTFALL 0.00 1.32 0 04:12 0 0.0834 0.000 Out-2 OUTFALL 0.00 0.05 0 05:29 0 0.0181 0.000 Vault-2 STORAGE 0.40 0.40 18857 12:01 4.93 4.93 0.006 Vault-1 STORAGE 1.28 1.28 18857 12:01 14.3 14.3 0.006 Detention-Vault1 STORAGE 5.60 5.60 0 04:07 0.06 0.0835 0.113 Detention-Vault2 STORAGE 1.64 1.64 0 04:07 0.0181 0.0181 0.044 Page 2 1718- POC1-PR-Mit.rpt ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------------- Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------------- Vault-2 0.027 1 0 10 2.493 63 18857 12:04 0.34 Vault-1 0.070 1 0 9 7.702 78 15835 16:02 0.96 Detention-Vault1 0.001 0 0 0 8.133 82 0 04:12 1.32 Detention-Vault2 0.000 0 0 0 2.153 63 0 05:28 0.05 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- POC1PR 8.15 0.02 1.27 17.347 Out-1 0.02 0.03 1.32 0.083 Out-2 0.02 0.01 0.05 0.018 ----------------------------------------------------------- System 2.73 0.06 0.05 17.448 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- Vault2-outlet DUMMY 0.34 18857 12:04 Vault1-outlet(WQ+HMP) DUMMY 0.96 15835 16:03 Vault2-Discharge-Table DUMMY 0.05 0 05:29 Vault1-Discharge-Table DUMMY 1.32 0 04:12 ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Tue Jun 21 16:33:13 2022 Analysis ended on: Tue Jun 21 16:34:06 2022 Total elapsed time: 00:00:53 Page 3 POC 1 – Developed Condition DMA1-D • 0MA2-A • DMA1-A •-, DMA2-D " ;Vault-2 vault2-outlet Vault1-oullet , Vault-1 Oceanside 121 POC1PR vauI11 -··-··"-! OUl-1 . 1718- POC1-PR-Mit.INP [TITLE] ;;Project Title/Notes POST DEVELOPMENT AVIARA APARTMENTS (EAST) [OPTIONS] ;;Option Value FLOW_UNITS CFS INFILTRATION GREEN_AMPT FLOW_ROUTING KINWAVE LINK_OFFSETS DEPTH MIN_SLOPE 0 ALLOW_PONDING NO SKIP_STEADY_STATE NO START_DATE 08/28/1951 START_TIME 05:00:00 REPORT_START_DATE 08/28/1951 REPORT_START_TIME 05:00:00 END_DATE 05/23/2008 END_TIME 23:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 01:00:00 WET_STEP 00:15:00 DRY_STEP 04:00:00 ROUTING_STEP 0:01:00 RULE_STEP 00:00:00 INERTIAL_DAMPING PARTIAL NORMAL_FLOW_LIMITED BOTH FORCE_MAIN_EQUATION H-W VARIABLE_STEP 0.75 LENGTHENING_STEP 0 MIN_SURFAREA 12.557 MAX_TRIALS 8 HEAD_TOLERANCE 0.005 SYS_FLOW_TOL 5 LAT_FLOW_TOL 5 MINIMUM_STEP 0.5 THREADS 1 [EVAPORATION] ;;Data Source Parameters ;;-------------- ---------------- MONTHLY 0.06 0.08 0.110 0.15 0.17 0.19 0.19 0.18 0.15 0.11 0.08 0.06 DRY_ONLY NO [RAINGAGES] ;;Name Format Interval SCF Source ;;-------------- --------- ------ ------ ---------- Oceanside INTENSITY 1:00 1.0 TIMESERIES Oceanside [SUBCATCHMENTS] ;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ---------------- ;Area Draining to Vault #2. Soil type D DMA2-D Oceanside Vault-2 0.19 91 25 1 0 ;Area Draining to Vault #1. Soil type D DMA1-D Oceanside Vault-1 0.07 61 35 1 0 ;Area Draining to Vault #2. Soil type A DMA2-A Oceanside Vault-2 0.14 97 50 1 0 ;Area Draining to Vault #1. Soil type A DMA1-A Oceanside Vault-1 1.02 86 37 1 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- DMA2-D 0.012 0.05 0.05 0.10 25 OUTLET DMA1-D 0.012 0.05 0.05 0.10 25 OUTLET DMA2-A 0.012 0.05 0.05 0.10 25 OUTLET Page 1 1718- POC1-PR-Mit.INP DMA1-A 0.012 0.05 0.05 0.10 25 OUTLET [INFILTRATION] ;;Subcatchment Suction Ksat IMD ;;-------------- ---------- ---------- ---------- DMA2-D 9 0.01875 0.3 DMA1-D 9 0.01875 0.3 DMA2-A 1.5 0.225 0.33 DMA1-A 1.5 0.225 0.33 [OUTFALLS] ;;Name Elevation Type Stage Data Gated Route To ;;-------------- ---------- ---------- ---------------- -------- ---------------- POC1PR 0 FREE NO Out-1 0 FREE NO Out-2 0 FREE NO [STORAGE] ;;Name Elev. MaxDepth InitDepth Shape Curve Name/Params N/A Fevap Psi Ksat IMD ;;-------------- -------- ---------- ----------- ---------- ---------------------------- -------- -------- -------- -------- Vault-2 0 6.5 0 TABULAR Vault-2 0 0 9 0.01 0.33 Vault-1 0 5.67 0 TABULAR Vault-1 0 0 9 0.01 0.33 Detention-Vault1 0 5.67 1.8 TABULAR Vault-1 0 0 Detention-Vault2 0 5.67 0 TABULAR Vault-2 0 0 [OUTLETS] ;;Name From Node To Node Offset Type QTable/Qcoeff Qexpon Gated ;;-------------- ---------------- ---------------- ---------- --------------- ---------------- ---------- -------- Vault2-outlet Vault-2 POC1PR 0 TABULAR/DEPTH HMP\DETENTION-VAULT2 NO Vault1-outlet(WQ+HMP) Vault-1 POC1PR 0 TABULAR/DEPTH WQ+HMP\DETENTION-VAULT1 NO Vault2-Discharge-Table Detention-Vault2 Out-2 0 TABULAR/DEPTH HMP\DETENTION-VAULT2 NO Vault1-Discharge-Table Detention-Vault1 Out-1 0 TABULAR/DEPTH WQ+HMP\DETENTION-VAULT1 NO [INFLOWS] ;;Node Constituent Time Series Type Mfactor Sfactor Baseline Pattern ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- Detention-Vault1 FLOW Vault1-Inflow-100YR-Hydrograph FLOW 1.0 1.0 Detention-Vault2 FLOW Vault2-Inflow-100YR-Hydrograph FLOW 1.0 1.0 [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- WQ+HMP\DETENTION-VAULT1 Rating 0.0 0.000 WQ+HMP\DETENTION-VAULT1 0.1 0.006 WQ+HMP\DETENTION-VAULT1 0.2 0.009 WQ+HMP\DETENTION-VAULT1 0.3 0.011 WQ+HMP\DETENTION-VAULT1 0.4 0.013 WQ+HMP\DETENTION-VAULT1 0.5 0.014 WQ+HMP\DETENTION-VAULT1 0.6 0.016 WQ+HMP\DETENTION-VAULT1 0.7 0.017 WQ+HMP\DETENTION-VAULT1 0.8 0.018 WQ+HMP\DETENTION-VAULT1 0.9 0.020 WQ+HMP\DETENTION-VAULT1 1.0 0.021 WQ+HMP\DETENTION-VAULT1 1.1 0.022 WQ+HMP\DETENTION-VAULT1 1.2 0.023 WQ+HMP\DETENTION-VAULT1 1.3 0.024 WQ+HMP\DETENTION-VAULT1 1.4 0.024 WQ+HMP\DETENTION-VAULT1 1.5 0.025 WQ+HMP\DETENTION-VAULT1 1.6 0.026 WQ+HMP\DETENTION-VAULT1 1.7 0.027 WQ+HMP\DETENTION-VAULT1 1.8 0.028 Page 2 1718- POC1-PR-Mit.INP WQ+HMP\DETENTION-VAULT1 1.9 0.029 WQ+HMP\DETENTION-VAULT1 2.0 0.029 WQ+HMP\DETENTION-VAULT1 2.1 0.030 WQ+HMP\DETENTION-VAULT1 2.2 0.031 WQ+HMP\DETENTION-VAULT1 2.3 0.031 WQ+HMP\DETENTION-VAULT1 2.4 0.032 WQ+HMP\DETENTION-VAULT1 2.5 0.033 WQ+HMP\DETENTION-VAULT1 2.6 0.033 WQ+HMP\DETENTION-VAULT1 2.7 0.034 WQ+HMP\DETENTION-VAULT1 2.8 0.035 WQ+HMP\DETENTION-VAULT1 2.9 0.035 WQ+HMP\DETENTION-VAULT1 3.0 0.041 WQ+HMP\DETENTION-VAULT1 3.1 0.126 WQ+HMP\DETENTION-VAULT1 3.2 0.172 WQ+HMP\DETENTION-VAULT1 3.3 0.207 WQ+HMP\DETENTION-VAULT1 3.4 0.235 WQ+HMP\DETENTION-VAULT1 3.5 0.260 WQ+HMP\DETENTION-VAULT1 3.6 0.283 WQ+HMP\DETENTION-VAULT1 3.7 0.304 WQ+HMP\DETENTION-VAULT1 3.8 0.323 WQ+HMP\DETENTION-VAULT1 3.9 0.369 WQ+HMP\DETENTION-VAULT1 4.0 0.536 WQ+HMP\DETENTION-VAULT1 4.1 0.635 WQ+HMP\DETENTION-VAULT1 4.2 0.713 WQ+HMP\DETENTION-VAULT1 4.3 0.805 WQ+HMP\DETENTION-VAULT1 4.4 0.945 WQ+HMP\DETENTION-VAULT1 4.5 1.040 WQ+HMP\DETENTION-VAULT1 4.6 1.123 WQ+HMP\DETENTION-VAULT1 4.7 1.440 WQ+HMP\DETENTION-VAULT1 4.8 3.452 WQ+HMP\DETENTION-VAULT1 4.9 6.474 WQ+HMP\DETENTION-VAULT1 5.0 10.231 WQ+HMP\DETENTION-VAULT1 5.1 14.597 WQ+HMP\DETENTION-VAULT1 5.2 19.495 WQ+HMP\DETENTION-VAULT1 5.3 24.873 WQ+HMP\DETENTION-VAULT1 5.4 30.690 WQ+HMP\DETENTION-VAULT1 5.5 36.915 WQ+HMP\DETENTION-VAULT1 5.6 43.522 WQ+HMP\DETENTION-VAULT1 5.67 48.363 ; HMP\DETENTION-VAULT2 Rating 0.0 0.0000 HMP\DETENTION-VAULT2 0.1 0.0019 HMP\DETENTION-VAULT2 0.2 0.0028 HMP\DETENTION-VAULT2 0.3 0.0035 HMP\DETENTION-VAULT2 0.4 0.0041 HMP\DETENTION-VAULT2 0.5 0.0046 HMP\DETENTION-VAULT2 0.6 0.0050 HMP\DETENTION-VAULT2 0.7 0.0054 HMP\DETENTION-VAULT2 0.8 0.0058 HMP\DETENTION-VAULT2 0.9 0.0062 HMP\DETENTION-VAULT2 1.0 0.0065 HMP\DETENTION-VAULT2 1.1 0.0068 HMP\DETENTION-VAULT2 1.2 0.0071 HMP\DETENTION-VAULT2 1.3 0.0074 HMP\DETENTION-VAULT2 1.4 0.0077 HMP\DETENTION-VAULT2 1.5 0.0080 HMP\DETENTION-VAULT2 1.6 0.0082 HMP\DETENTION-VAULT2 1.7 0.0085 HMP\DETENTION-VAULT2 1.8 0.0087 HMP\DETENTION-VAULT2 1.9 0.0090 HMP\DETENTION-VAULT2 2.0 0.0092 HMP\DETENTION-VAULT2 2.1 0.0094 HMP\DETENTION-VAULT2 2.2 0.0097 HMP\DETENTION-VAULT2 2.3 0.0099 HMP\DETENTION-VAULT2 2.4 0.0101 HMP\DETENTION-VAULT2 2.5 0.0103 HMP\DETENTION-VAULT2 2.6 0.0105 HMP\DETENTION-VAULT2 2.7 0.0107 HMP\DETENTION-VAULT2 2.8 0.0109 HMP\DETENTION-VAULT2 2.9 0.0111 HMP\DETENTION-VAULT2 3.0 0.0242 Page 3 1718- POC1-PR-Mit.INP HMP\DETENTION-VAULT2 3.1 0.0327 HMP\DETENTION-VAULT2 3.2 0.0388 HMP\DETENTION-VAULT2 3.3 0.0438 HMP\DETENTION-VAULT2 3.4 0.0482 HMP\DETENTION-VAULT2 3.5 0.0521 HMP\DETENTION-VAULT2 3.6 0.0557 HMP\DETENTION-VAULT2 3.7 0.0591 HMP\DETENTION-VAULT2 3.8 0.0622 HMP\DETENTION-VAULT2 3.9 0.0652 HMP\DETENTION-VAULT2 4.0 0.0972 HMP\DETENTION-VAULT2 4.1 0.3130 HMP\DETENTION-VAULT2 4.2 0.6884 HMP\DETENTION-VAULT2 4.3 1.1566 HMP\DETENTION-VAULT2 4.4 1.4425 HMP\DETENTION-VAULT2 4.5 1.6674 HMP\DETENTION-VAULT2 4.6 43.8306 HMP\DETENTION-VAULT2 4.7 4.3767 HMP\DETENTION-VAULT2 4.8 6.8778 HMP\DETENTION-VAULT2 4.9 9.8523 HMP\DETENTION-VAULT2 5.0 13.2300 HMP\DETENTION-VAULT2 5.1 16.9652 HMP\DETENTION-VAULT2 5.2 21.0253 HMP\DETENTION-VAULT2 5.3 25.3851 HMP\DETENTION-VAULT2 5.4 30.0249 HMP\DETENTION-VAULT2 5.5 34.9282 HMP\DETENTION-VAULT2 5.6 40.0812 HMP\DETENTION-VAULT2 5.67 43.8306 ; Vault-1 Storage 0.0 1744.3 Vault-1 5.67 1744.3 ; Vault-2 Storage 0.0 611.5 Vault-2 5.67 611.5 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- ;From County Oceanside FILE "R:\1718\Hyd\HMP\Calcs\SWMM\ACG\OCEANSIDE.prn" ; Vault1-Inflow-100YR-Hydrograph 8/28/1951 5:00 0 Vault1-Inflow-100YR-Hydrograph 8/28/1951 5:06 0.1 Vault1-Inflow-100YR-Hydrograph 8/28/1951 5:12 0.1 Vault1-Inflow-100YR-Hydrograph 8/28/1951 5:18 0.1 Vault1-Inflow-100YR-Hydrograph 8/28/1951 5:24 0.1 Vault1-Inflow-100YR-Hydrograph 8/28/1951 5:30 0.1 Vault1-Inflow-100YR-Hydrograph 8/28/1951 5:36 0.1 Vault1-Inflow-100YR-Hydrograph 8/28/1951 5:42 0.1 Vault1-Inflow-100YR-Hydrograph 8/28/1951 5:48 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 5:54 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 6:00 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 6:06 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 6:12 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 6:18 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 6:24 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 6:30 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 6:36 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 6:42 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 6:48 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 6:54 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 7:00 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 7:06 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 7:12 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 7:18 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 7:24 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 7:30 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 7:36 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 7:42 0.3 Vault1-Inflow-100YR-Hydrograph 8/28/1951 7:48 0.3 Vault1-Inflow-100YR-Hydrograph 8/28/1951 7:54 0.3 Vault1-Inflow-100YR-Hydrograph 8/28/1951 8:00 0.3 Page 4 1718- POC1-PR-Mit.INP Vault1-Inflow-100YR-Hydrograph 8/28/1951 8:06 0.3 Vault1-Inflow-100YR-Hydrograph 8/28/1951 8:12 0.3 Vault1-Inflow-100YR-Hydrograph 8/28/1951 8:18 0.4 Vault1-Inflow-100YR-Hydrograph 8/28/1951 8:24 0.4 Vault1-Inflow-100YR-Hydrograph 8/28/1951 8:30 0.5 Vault1-Inflow-100YR-Hydrograph 8/28/1951 8:36 0.5 Vault1-Inflow-100YR-Hydrograph 8/28/1951 8:42 0.6 Vault1-Inflow-100YR-Hydrograph 8/28/1951 8:48 0.7 Vault1-Inflow-100YR-Hydrograph 8/28/1951 8:54 1 Vault1-Inflow-100YR-Hydrograph 8/28/1951 9:00 1.1 Vault1-Inflow-100YR-Hydrograph 8/28/1951 9:06 5.6 Vault1-Inflow-100YR-Hydrograph 8/28/1951 9:12 0.8 Vault1-Inflow-100YR-Hydrograph 8/28/1951 9:18 0.6 Vault1-Inflow-100YR-Hydrograph 8/28/1951 9:24 0.4 Vault1-Inflow-100YR-Hydrograph 8/28/1951 9:30 0.4 Vault1-Inflow-100YR-Hydrograph 8/28/1951 9:36 0.3 Vault1-Inflow-100YR-Hydrograph 8/28/1951 9:42 0.3 Vault1-Inflow-100YR-Hydrograph 8/28/1951 9:48 0.3 Vault1-Inflow-100YR-Hydrograph 8/28/1951 9:54 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 10:00 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 10:06 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 10:12 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 10:18 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 10:24 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 10:30 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 10:36 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 10:42 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 10:48 0.1 Vault1-Inflow-100YR-Hydrograph 8/28/1951 10:54 0.1 Vault1-Inflow-100YR-Hydrograph 8/28/1951 11:00 0.1 Vault1-Inflow-100YR-Hydrograph 8/28/1951 11:06 0 ; Vault2-Inflow-100YR-Hydrograph 8/28/1951 5:00 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 5:06 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 5:12 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 5:18 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 5:24 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 5:30 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 5:36 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 5:42 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 5:48 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 5:54 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 6:00 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 6:06 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 6:12 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 6:18 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 6:24 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 6:30 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 6:36 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 6:42 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 6:48 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 6:54 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 7:00 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 7:06 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 7:12 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 7:18 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 7:24 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 7:30 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 7:36 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 7:42 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 7:48 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 7:54 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 8:00 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 8:06 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 8:12 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 8:18 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 8:24 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 8:30 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 8:36 0.2 Vault2-Inflow-100YR-Hydrograph 8/28/1951 8:42 0.2 Vault2-Inflow-100YR-Hydrograph 8/28/1951 8:48 0.2 Page 5 1718- POC1-PR-Mit.INP Vault2-Inflow-100YR-Hydrograph 8/28/1951 8:54 0.3 Vault2-Inflow-100YR-Hydrograph 8/28/1951 9:00 0.4 Vault2-Inflow-100YR-Hydrograph 8/28/1951 9:06 1.64 Vault2-Inflow-100YR-Hydrograph 8/28/1951 9:12 0.2 Vault2-Inflow-100YR-Hydrograph 8/28/1951 9:18 0.2 Vault2-Inflow-100YR-Hydrograph 8/28/1951 9:24 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 9:30 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 9:36 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 9:42 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 9:48 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 9:54 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 10:00 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 10:06 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 10:12 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 10:18 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 10:24 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 10:30 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 10:36 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 10:42 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 10:48 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 10:54 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 11:00 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 11:06 0 [REPORT] ;;Reporting Options SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ POC1PR 2429.435 1915.323 Out-1 6635.112 4173.838 Out-2 8812.392 4096.386 Vault-2 129.991 4428.969 Vault-1 -554.435 1612.903 Detention-Vault1 6652.324 5705.680 Detention-Vault2 8872.633 5636.833 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ DMA2-D -223.152 6164.575 DMA1-D -4598.214 1398.810 DMA2-A -1583.477 5456.110 DMA1-A -4687.500 3482.143 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ Oceanside 2633.391 8098.107 Page 6 1718- POC1-PR-Mit.rpt EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.014) -------------------------------------------------------------- POST DEVELOPMENT AVIARA APARTMENTS (EAST) ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... GREEN_AMPT Flow Routing Method ...... KINWAVE Starting Date ............ 08/28/1951 05:00:00 Ending Date .............. 05/23/2008 23:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 01:00:00 Wet Time Step ............ 00:15:00 Dry Time Step ............ 04:00:00 Routing Time Step ........ 60.00 sec ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 79.905 675.250 Evaporation Loss ......... 11.746 99.263 Infiltration Loss ........ 9.786 82.702 Surface Runoff ........... 58.899 497.739 Final Storage ............ 0.005 0.046 Continuity Error (%) ..... -0.666 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 58.899 19.193 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.240 0.078 External Outflow ......... 53.536 17.445 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 5.671 1.848 Initial Stored Volume .... 0.072 0.023 Final Stored Volume ...... 0.000 0.000 Continuity Error (%) ..... 0.007 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Page 1 1718- POC1-PR-Mit.rpt Routing Time Step Summary ************************* Minimum Time Step : 60.00 sec Average Time Step : 60.00 sec Maximum Time Step : 60.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 1.00 Percent Not Converging : 0.00 *************************** Subcatchment Runoff Summary *************************** ---------------------------------------------------------------------------------------------------------------- -------------- Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ---------------------------------------------------------------------------------------------------------------- -------------- DMA2-D 675.25 0.00 100.16 42.16 522.49 17.24 539.73 2.78 0.23 0.799 DMA1-D 675.25 0.00 70.91 182.46 356.89 74.74 431.64 0.82 0.08 0.639 DMA2-A 675.25 0.00 100.48 19.60 563.78 0.72 564.50 2.15 0.17 0.836 DMA1-A 675.25 0.00 100.88 92.07 482.86 2.43 485.29 13.44 1.19 0.719 ****************** Node Depth Summary ****************** --------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet --------------------------------------------------------------------------------- POC1PR OUTFALL 0.00 0.00 0.00 0 00:00 0.00 Out-1 OUTFALL 0.00 0.00 0.00 0 00:00 0.00 Out-2 OUTFALL 0.00 0.00 0.00 0 00:00 0.00 Vault-2 STORAGE 0.04 4.10 4.10 18857 12:05 4.10 Vault-1 STORAGE 0.04 4.42 4.42 15835 16:03 4.41 Detention-Vault1 STORAGE 0.00 4.66 4.66 0 04:12 3.96 Detention-Vault2 STORAGE 0.00 3.53 3.53 0 05:29 3.40 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- POC1PR OUTFALL 0.00 1.27 15835 16:01 0 17.3 0.000 Out-1 OUTFALL 0.00 1.32 0 04:12 0 0.0834 0.000 Out-2 OUTFALL 0.00 0.05 0 05:29 0 0.0181 0.000 Vault-2 STORAGE 0.40 0.40 18857 12:01 4.93 4.93 0.006 Vault-1 STORAGE 1.28 1.28 18857 12:01 14.3 14.3 0.006 Detention-Vault1 STORAGE 5.60 5.60 0 04:07 0.06 0.0835 0.113 Detention-Vault2 STORAGE 1.64 1.64 0 04:07 0.0181 0.0181 0.043 Page 2 1718- POC1-PR-Mit.rpt ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------------- Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------------- Vault-2 0.027 1 0 10 2.510 63 18857 12:05 0.33 Vault-1 0.070 1 0 9 7.703 78 15835 16:02 0.96 Detention-Vault1 0.001 0 0 0 8.134 82 0 04:12 1.32 Detention-Vault2 0.000 0 0 0 2.158 62 0 05:28 0.05 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- POC1PR 8.16 0.02 1.27 17.343 Out-1 0.02 0.03 1.32 0.083 Out-2 0.02 0.01 0.05 0.018 ----------------------------------------------------------- System 2.73 0.06 0.05 17.444 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- Vault2-outlet DUMMY 0.33 18857 12:05 Vault1-outlet(WQ+HMP) DUMMY 0.96 15835 16:03 Vault2-Discharge-Table DUMMY 0.05 0 05:29 Vault1-Discharge-Table DUMMY 1.32 0 04:12 ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Tue Sep 13 15:00:33 2022 Analysis ended on: Tue Sep 13 15:01:22 2022 Total elapsed time: 00:00:49 Page 3 EXPLANATION OF SELECTED VARIABLES Parameters for the pre- and post-development models include soil type group A, D in accordance with the San Diego County Hydrology Manual and the USGS Soil Survey. Suction head, conductivity and initial deficit corresponds to average values expected for the soil types, according to sources consulted, professional experience, and approximate values obtained by the interim Orange County modeling approach. H&A selected infiltration values, such that the percentage of total precipitation that becomes runoff, is realistic for soil type group A, D and slightly smaller than measured values for Southern California watersheds. Selection of a Kinematic Approach: As the continuous model is based on hourly rainfall, and the time of concentration for the pre-development and post-development conditions is significantly smaller than 60 minutes, precise routing of the flows through the impervious surfaces, the underdrain pipe system, and the discharge pipe was considered unnecessary. The truncation error of the precipitation into hourly steps is much more significant than the precise routing in a system where the time of concentration is much smaller than 1 hour. V.HYDROMODIFICATION WATERSHED MAPS DMA 1-A DMA 1-D OF 1 1 PREPARED BY: CITY OF CARLSBAD, CALIFORNIA AVIARA APARTMENTS EXHIBIT NOTES 1. PER GEOTECH REPORT, GROUNDWATER ENCOUNTERED AT 21.5' 2. THE SITE DOES NOT CONTAIN ANY EXISTING NATURAL HYDROLOGIC FEATURES (WATERCOURSES, SEEPS, SPRINGS, WETLANDS). 3. THIS PROJECT DOES NOT DISTRUB CRITICAL COARSE SEDIMENT YIELD AREAS. PROJECT BOUNDARY DMA BOUNDARY SUBAREA ACREAGE LANDSCAPE /SELF TREATING AREAS HYDROLOGIC SOIL TYPE POINT OF COMPLIANCE STRUCTURAL BMP LEGEND SOIL TYPE BOUNDARY PRE-DEVELOPMENT HMP MAP if I /I I r I 1/ I I I 1/ I ) ) ) 1/ I I I ~ \\)\) I I I I I I I I I \ ' I I I '\ '\ '\ i ~ a. ~ <C -~ /0 0 ....____ 8~ ~ So ----===,~~~~~~----------------------~ ----------~ ~-....... -~ _______, I \ -90 - . I POC1 ' , ..._ I I : '·. '··., ....... ··, ..... I · .. ' ' I I : ' ..._ ·, •. I : ' . ' ..... -.,.- 1 I I ' ' . ..._ ,,,' ~ -----------:1 I I \ ' ' I 0.25 ACRES I ..._ ·, ·, .. ,_ <D\ ,,,,,' I I I ' ✓~'(A\ I I )I \ ·, .. , ,,,,,,' . "--.. ( ..._ ' I I ·, ,, ' ..._ 1, I I \ ','>,,,,' ' ' '· ..._ I ,, ' . ..._ ---- -~ \ ,,,' ' ..._ ..._ '· I I i \ ,,,,' ·, ·, ........... ' , ., T . .,.;.;A. '· ..._ I I h I (D) ,~,~_.' ·, ' ' I ----~/ ·, ' --' ' ..._ --. ' ·, ~---j -... I ' -. ' ..._ --..._ ' . ..._ , 11.16 ACRES! ..._ I I I ' . ..._ I I ],.JTV<ll I I I I \ I I I I I I 105 ,ft I I I I I I ------ \ 20 0 20 40 60 ~~ SCALE 1 "= 20' ---- I 00.00 ACRES I I I (o\ \_/ 0 ~ 0-------;:- / II HUNSAKER & ASSOCIATES SAN DIEGO, INC PLANNING 'l707 Waples Street ENGINEERING San Diego, Ca 92121 SURVEYING PH(658)558-4500 • FX(658)556-1414 R:\ 1718\Hyd\HMP\CAO\ 1718-HMP-EX.dwg[]Aug-16-2022:17:40 MAP ,I I 0 ai UDB-1 BMP-1 BMP-2 UDB-2 DMA 1-A DMA 2-A DMA 2-D DMA 1-D OF 2 2 MAPPREPARED BY: CITY OF CARLSBAD, CALIFORNIA AVIARA APARTMENTES DEVELOPED CONDITION HYDROMODIFICATION MAP PROJECT BOUNDARY DMA BOUNDARY SUBAREA ACREAGE DMA ICON IMPERVIOUS - ROAD/SIDEWALK/ DRIVEWAY IMPERVIOUS- ROOF/BUILDING LANDSCAPE HYDROLOGIC SOIL TYPE POINT OF COMPLIANCE STRUCTURAL BMP DMA 1 LEGEND SOIL TYPE BOUNDARY NOTE: ALL LANDSCAPE SHALL USE NATIVE AND DROUGHT TOLERANT PLANT SPECIES TO CONFORM WITH SD-K IN APPENDIX C SEE LEFTSEE RIGHTUNDERLYING SOIL GROUP: A & D APPROXIMAE DEPTH TO GROUNDWATER IS 21.5' AREAS TREATED PER DWG. NO. 535-1 SELF-MITIGATING AREAS -- ---------- loo.oo ACRES! I I I I 1/ /I ~/ I~ !I ~ '---, ~ I I g~ '\ '\ I I I I ~ 1/ I i; I I I I I J I ) ) I I /I I I J , I 11 I I I .a---\\ \ ~ I 1 l1 d 1\ \ I g~ '\ '\ ~ ----- \o<r:> I I I I -- I ' -9s I I I '\ '\ '\ -------- 105 \ I I L I I I I I L,~ I I ' I I I I ' I L I' I I I I I I I I I \._.,,/ I I I f." ',1 ~ ~ -85- 90 92 ;" ACRES I ; ; ; ~--;" ;" ,,; - "' ~ 8 ~ 80 h I ~ I I I :--;--___ - ;- ~ ...... ...... ,-------=::-, ,..,. -- 0.14 ACRESv~__, .,__ BLOG -!=~= ££_=-9._8...l_Q__ ---= . ' .. , \_~~ _,_, ~ ~tt '-"\l~~ C) LI) 0 ------------------ •' ----- I \ ' I ----1c,;,--__,--.__~ I I I ' ----- ----- ' • ----- _.---: ----- .----::; .----::; HUNSAKER & ASSOCIATES SAN DIEGO, INC PLANNING 'l707 Waples Street ENGINEERING San Diego, Ca 92121 SURVEYING PH(658)558-4500 • FX(658)556,1414 ~J I I I I I I I I I I ' =====::~::-:: ..._______ ;__-y,=r--y ---===== --..._ ,,,.> 0 / 0 ai ATTACHMENT 3 Structural BMP Maintenance Information Use this checklist to ensure the required information has been included in the Structural BMP Maintenance Information Attachment: Preliminary Design/Planning/CEQA level submittal: Attachment 3 must identify: Typical maintenance indicators and actions for proposed structural BMP(s) based on Section 7.7 of the BMP Design Manual Final Design level submittal: Attachment 3 must identify: Specific maintenance indicators and actions for proposed structural BMP(s). This shall be based on Section 7.7 of the BMP Design Manual and enhanced to reflect actual proposed components of the structural BMP(s) How to access the structural BMP(s) to inspect and perform maintenance Features that are provided to facilitate inspection (e.g., observation ports, cleanouts, silt posts, or other features that allow the inspector to view necessary components of the structural BMP and compare to maintenance thresholds) Manufacturer and part number for proprietary parts of structural BMP(s) when applicable Maintenance thresholds for BMPs subject to siltation or heavy trash(e.g., silt level posts or other markings shall be included in all BMP components that will trap and store sediment, trash, and/or debris, so that the inspector may determine how full the BMP is, and the maintenance personnel may determine where the bottom of the BMP is . If required, posts or other markings shall be indicated and described on structural BMP plans.) Recommended equipment to perform maintenance When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management x x x x x x x x□ □ □ □ □ □ □ □ Attachment 3a Maintenance information for Modular Wetland Systems (BMP-1 and BMP-2) www.modularwetlands.com Maintenance Guidelines for Modular Wetland System - Linear Maintenance Summary o o o o o System Diagram MODULAP- WETLANDS Remove Trash from Screening Device -average maintenance interval is 6 to 12 months. • (5 minute average service time). Remove Sediment from Separation Chamber -average maintenance interval is 12 to 24 months. • ( 10 minute average service time). Replace Cartridge Filter Media -average maintenance interval 12 to 24 months. • ( 10-15 minute per cartridge average service time). Replace Drain Down Filter Media -average maintenance interval is 12 to 24 months. • (5 minute average service time). Trim Vegetation -average maintenance interval is 6 to 12 months. Inflow Pipe (optional) • (Service time varies). Chamber Access to screening device, separation chamber and cartridge filter Biofiltration Chamber Access to drain down filter www.modularwetlands.com Maintenance Procedures Screening Device 1. Remove grate or manhole cover to gain access to the screening device in the Pre- Treatment Chamber. Vault type units do not have screening device. Maintenance can be performed without entry. 2. Remove all pollutants collected by the screening device. Removal can be done manually or with the use of a vacuum truck. The hose of the vacuum truck will not damage the screening device. 3. Screening device can easily be removed from the Pre-Treatment Chamber to gain access to separation chamber and media filters below. Replace grate or manhole cover when completed. Separation Chamber 1. Perform maintenance procedures of screening device listed above before maintaining the separation chamber. 2. With a pressure washer spray down pollutants accumulated on walls and cartridge filters. 3. Vacuum out Separation Chamber and remove all accumulated pollutants. Replace screening device, grate or manhole cover when completed. Cartridge Filters 1. Perform maintenance procedures on screening device and separation chamber before maintaining cartridge filters. 2. Enter separation chamber. 3. Unscrew the two bolts holding the lid on each cartridge filter and remove lid. 4. Remove each of 4 to 8 media cages holding the media in place. 5. Spray down the cartridge filter to remove any accumulated pollutants. 6. Vacuum out old media and accumulated pollutants. 7. Reinstall media cages and fill with new media from manufacturer or outside supplier. Manufacturer will provide specification of media and sources to purchase. 8. Replace the lid and tighten down bolts. Replace screening device, grate or manhole cover when completed. Drain Down Filter 1. Remove hatch or manhole cover over discharge chamber and enter chamber. 2. Unlock and lift drain down filter housing and remove old media block. Replace with new media block. Lower drain down filter housing and lock into place. 3. Exit chamber and replace hatch or manhole cover. MODULAP. WETLANDS www.modularwetlands.com Maintenance Notes 1. Following maintenance and/or inspection, it is recommended the maintenance operator prepare a maintenance/inspection record. The record should include any maintenance activities performed, amount and description of debris collected, and condition of the system and its various filter mechanisms. 2. The owner should keep maintenance/inspection record(s) for a minimum of five years from the date of maintenance. These records should be made available to the governing municipality for inspection upon request at any time. 3. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. 4. Entry into chambers may require confined space training based on state and local regulations. 5. No fertilizer shall be used in the Biofiltration Chamber. 6. Irrigation should be provided as recommended by manufacturer and/or landscape architect. Amount of irrigation required is dependent on plant species. Some plants may require irrigation. MODULAP-WETLANDS www.modularwetlands.com Maintenance Procedure Illustration Screening Device The screening device is located directly under the manhole or grate over the Pre-Treatment Chamber. It’s mounted directly underneath for easy access and cleaning. Device can be cleaned by hand or with a vacuum truck. Separation Chamber The separation chamber is located directly beneath the screening device. It can be quickly cleaned using a vacuum truck or by hand. A pressure washer is useful to assist in the cleaning process. MODULAR WETLANDS www.modularwetlands.com Cartridge Filters The cartridge filters are located in the Pre-Treatment chamber connected to the wall adjacent to the biofiltration chamber. The cartridges have removable tops to access the individual media filters. Once the cartridge is open media can be easily removed and replaced by hand or a vacuum truck. Drain Down Filter The drain down filter is located in the Discharge Chamber. The drain filter unlocks from the wall mount and hinges up. Remove filter block and replace with new block. MODULAP- WETLANDS www.modularwetlands.com Trim Vegetation Vegetation should be maintained in the same manner as surrounding vegetation and trimmed as needed. No fertilizer shall be used on the plants. Irrigation per the recommendation of the manufacturer and or landscape architect. Different types of vegetation requires different amounts of irrigation. MODULAP- WETLANDS www.modularwetlands.com Inspection Form Modular Wetland System, Inc. P. 760.433-7640 F. 760-433-3176 E.Info@modularwetlands.com MODULAR WETLANDS For Office Use Only (city) (Zip Code)(Reviewed By) Owner / Management Company (Date) Contact Phone ( )_ Inspector Name Date / / Time AM / PM Weather Condition Additional Notes Yes Depth: Yes No Modular Wetland System Type (Curb, Grate or UG Vault):Size (22', 14' or etc.): Other Inspection Items: Storm Event in Last 72-hours? No YesType of Inspection Routine Follow Up Complaint Storm Office personnel to complete section to the left. 2972 San Luis Rey Road, Oceanside, CA 92058 P (760) 433-7640 F (760) 433-3176 Inspection Report Modular Wetlands System Is the filter insert (if applicable) at capacity and/or is there an accumulation of debris/trash on the shelf system? Does the cartridge filter media need replacement in pre-treatment chamber and/or discharge chamber? Any signs of improper functioning in the discharge chamber? Note issues in comments section. Chamber: Is the inlet/outlet pipe or drain down pipe damaged or otherwise not functioning properly? Structural Integrity: Working Condition: Is there evidence of illicit discharge or excessive oil,grease, or other automobile fluids entering and clogging the unit? Is there standing water in inappropriate areas after a dry period? Damage to pre-treatment access cover (manhole cover/grate) or cannot be opened using normal lifting pressure? Damage to discharge chamber access cover (manhole cover/grate) or cannot be opened using normal lifting pressure? Does the MWS unit show signs of structural deterioration (cracks in the wall, damage to frame)? Project Name Project Address Inspection Checklist CommentsNo Does the depth of sediment/trash/debris suggest a blockage of the inflow pipe, bypass or cartridge filter? If yes, specify which one in the comments section. Note depth of accumulation in in pre-treatment chamber. Is there a septic or foul odor coming from inside the system? Is there an accumulation of sediment/trash/debris in the wetland media (if applicable)? Is it evident that the plants are alive and healthy (if applicable)? Please note Plant Information below. Sediment / Silt / Clay Trash / Bags / Bottles Green Waste / Leaves / Foliage Waste:Plant Information No Cleaning Needed Recommended Maintenance Additional Notes: Damage to Plants Plant Replacement Plant Trimming Schedule Maintenance as Planned Needs Immediate Maintenance CLEAN. .ENVPA:ONM£NTAL s.e:1tvrce.s. INC. -1__ M O DU L AA WETLANDS □ □ □ □ □ □ www.modularwetlands.com Maintenance Report Modular Wetland System, Inc. P. 760.433-7640 F. 760-433-3176 E.Info@modularwetlands.com ~ U L A R W0EfLANDS -·~ • • •,1 ~'i ~: .. , :~. ·. \~: ',) \ ----~-' ·.' .. \, ~ For Office Use Only (city) (Zip Code)(Reviewed By) Owner / Management Company (Date) Contact Phone ( )_ Inspector Name Date / /Time AM / PM Weather Condition Additional Notes Site Map # Comments: 2972 San Luis Rey Road, Oceanside, CA 92058 P. 760.433.7640 F. 760.433.3176 Inlet and Outlet Pipe Condition Drain Down Pipe Condition Discharge Chamber Condition Drain Down Media Condition Plant Condition Media Filter Condition Long: MWS Sedimentation Basin Total Debris Accumulation Condition of Media 25/50/75/100 (will be changed @ 75%) Operational Per Manufactures' Specifications (If not, why?) Lat:MWS Catch Basins GPS Coordinates of Insert Manufacturer / Description / Sizing Trash Accumulation Foliage Accumulation Sediment Accumulation Type of Inspection Routine Follow Up Complaint Storm Storm Event in Last 72-hours? No Yes Office personnel to complete section to the left. Project Address Project Name Cleaning and Maintenance Report Modular Wetlands SystemCLEAN. ~ MODULAR ENVIRONMENTAL SERVICES, INC. WETLANDS ---- □ □ □ □ □ □ ATTACHMENT 3b Maintenance Information for Underground Detention Basins (UDB-1 & UDB-2) Inspection Activity Maintenance Indicator(s)Field Measurement Minimum Frequency of Inspection Maintenance Activity Minimum Maintenance Frequency Maintenance should be conducted during dry weather when no flow is entering the system. Confined space entry is usually required to maintain the Underground Detention Basins. Only personnel that are OSHA Confined Space Entry trained and certified may enter underground structures. Once safety measures such as traffic control have been deployed, the access covers may be removed and the following activities may be conducted to complete maintenance. All access covers will be securely replaced following inspection and/or maintenance Inspect vault twice during the first wet season of N/A Visual inspection Post-construction Set cleaning frequency Post-construction operation Repair cracks/erosion. Inspect for cracks and Cracks or erosion present Visual inspection Semi-annually Consult engineers if As needed inlet/outlet area erosion immediate solution is not evident. Inspect for litter, oil and Litter, oil or grease Beginning & end of rainy Remove litter, oil and grease from inlet/outlet present Visual inspection season grease Semi-annually areas Remove sediment with Inspect for accumulated Sediment on the system Tape measure Annually, prior to start of vacuum truck. No jetting Bi-annually or as needed sediment floor exceeds 6" wet season permitted to loosen sediment. Inspect for trash and Trash and debris present Visual inspection Semi-annually Remove trash and debris As needed debris (e.g. via vacuum truck) Inspect system for Spacing of modules Tape measure Semi-annually Consult engineers As needed movement of modules exceeds¾" Inspect inlet and outlet Obstruction is present Visual inspection Semi-annually Remove obstruction Semi-annually or as for obstruction(s) needed Recording Device (pen & Remove any Drawdown rate exceeds 96 hours after wet obstructions. Consult Report drawdown rate 96 hours paper, voice recorder, weather engineers if immediate As needed etc.) solution not evident. 1 | P a g e April 2019 STORMTRAP MAINTENANCE MANUAL 1. Introduction As with any Stormwater system regular inspections are recommended to ensure the long- term function of the system per design. As Stormwater migrates through the system, both sediment and debris could collect or settle within the system invert. Such events would prompt a regular inspection and or maintenance plan. Please call your Authorized StormTrap Representative (877-867-6872) if you have questions regarding the inspection and/or maintenance of the StormTrap system(s). Prior to entry into any underground storm sewer or underground detention systems, appropriate OSHA and local safety regulations and guidelines should be followed. 2. Inspection Schedules StormTrap Stormwater Management Systems are recommended for inspection whenever the upstream and downstream catch basins and stormwater pipes of the stormwater collection system are inspected and/or maintained. This will economize the cost of the inspection if it is done at the same time the municipal crews are servicing the area. During the first year of service, StormTrap recommends an accelerated inspection schedule to establish baseline levels of debris and/or sediment within the system. Inspections should be made after each significant rain event or runoff period. We also recommend a quarterly inspection in addition to the event-based inspections for the first 12 months. Based upon the results of the first year of inspections, a more appropriate schedule can be generated. StormTrap Stormwater Management Systems for a private development are recommended for inspection after construction activities are complete and system is functioning per design and after each major storm water event. Until a cleaning schedule can be established, a quarterly inspection is recommended for the first 12 months. After the first 12 months, a Storm Trap® 2 | P a g e regular schedule can be implemented. If inspected on a biannual basis, the inspection should be conducted before the stormwater season begins to be sure that everything is functioning properly for the upcoming storm season. If inspected on an annual basis, the inspection should be conducted before the stormwater season begins to be sure that everything is functioning properly for the upcoming storm season. 3. Inspection Process Inspections should be done such that at least 2-3 days has lapsed since the most recent rain event to allow for complete draining. Visually inspect the system at all manhole locations. Utilizing a sediment pole, measure and document the amount of silt at each manhole location (Figure 1). Inspect each pipe opening to ensure that the silt level or any foreign objects are not blocking the pipes. Be sure to inspect the outlet pipe(s) because this is typically the smallest pipe in the system. It is common that most of the larger materials will be collected upstream of the system in catch basins, and it is therefore important at time of inspections to check these structures for large trash or blockages. Remove any blockages if you can during the inspection process only if you can do so safely from the top of the system without entering into the system. Do not go into the system under any circumstances without proper ventilation equipment and confined space training. Pass any information requiring action onto the appropriate maintenance personnel if you cannot remove the blockages from above during the inspection process. Be sure to describe the location of each manhole and the type of material that needs to be removed. The sediment level of the system should also be measured and recorded during the inspection process. Recording the sediment level at each manhole is very important in order get a history of sediment that can be graphed over time (i.e. years) in order to estimate when the system will need to be maintained next. It is also important to keep these records to verify that the inspection process was actually performed if anyone asks for your records in the future. (Please see Appendix A for reference) The sediment level in the underground detention system can be determined from the outside of the system by opening up all the manholes and using a sediment pole to measure the Storm Trap® 3 | P a g e amount of sediment at each location. Force the stick to the bottom of the system and then remove it and measure the amount of sediment at that location. Again, do not enter into the system under any circumstances without proper ventilation equipment and training. Please see Appendix A for a sample inspection document. Figure 1. During inspection, measure the distance from finished grade to the top of the sediment inside the system. 4. When to Clean the System Any blockages should be safely removed as soon as it is safely possible to ensure the StormTrap detention system will fill and drain properly before the next stormwater event. The dry detention system should be completely cleaned whenever the sediment occupies more than 10% to 15% of the originally designed system’s volume. A wet system (sometimes referred to as a wet vault) should be cleaned when the sediment occupies more than 30% or 1/3rd of the originally designed system’s volume. NOTE: Check with your municipality to ensure compliance with local guidelines regarding cleaning criteria, as the allowable sediment before cleaning may different that StormTrap’s recommended ranges. FINISHED GRADE PERMANENT POOL SURF ACE r SEDIMENT MEASURING DEVICE FLOATABLES Storm Trap· 4 | P a g e 5. How to Clean the StormTrap StormTrap systems should be completely cleaned back to 100% of the originally designed storage volume whenever the above sediment levels have been reached. Be sure to wait at least 3 days after a stormwater event to be sure that the system is completely drained (if it is a dry detention system), and all the sediments have settled to the bottom of the system (if it is a wet detention system). There are many maintenance companies that can be contracted to clean your underground stormwater detention systems and water quality units. Please call your StormTrap representative for referrals in your area. Product Specific Maintenance Recommendations A. SingleTrap on a Concrete Slab Maintenance is typically performed using a vacuum truck or jet-vac system. If headroom allows, sediment can be manually gathered near access openings and removed with suction. Shorter systems will require a mobile jet vac system that operates throughout the system to collect and remove sediment. Sediment should be flushed towards a vacuum hose for thorough removal. For a dry system, remove the manhole cover at the top of the system and lower a vacuum hose into one of the rows of the StormTrap system. If present, open the manhole at the opposite end of the StormTrap and use sewer jetting equipment to force water in the same row from one end of the StormTrap row to the opposite side. The rows of the StormTrap are completely open in one contiguous channel from one end to the other for easy cleaning. If the system was designed to maintain a permanent pool of water, floatables and any oil should be removed in a separate procedure prior to the removal of all sediment. Storm Trap® 5 | P a g e The floatable trash is removed first by using a bucket strainer to capture and remove any floating debris. The floatable oils are then removed off the top of the water by using the vacuum truck to suck off any floatable fluids and liquids. The next step is to use the vacuum truck to gently remove the clarified water above the sediment layer. The final step is to clean the sediment for each row as described above. For smaller systems, the vacuum truck can remove all the sediment in the basin without using the sewer jetting equipment because of the smaller space. B. SingleTrap on Stone SingleTrap systems on a stone base require a similar cleaning process as a SingleTrap on a concrete slab. However, extra care needs to be taken to make sure the stone base retains levelness. If system headroom allows, manual raking of sediment a debris can be performed. Shorter systems may require jet vac equipment. Adjusting the pressure setting on the jet vac to ensure the stability of the stone base. Sediment should be flushed towards a vacuum hose for thorough removal. Remove the manhole cover at the top of the system and lower a vacuum hose into one of the rows of the StormTrap system. Access the manhole at the opposite end of the StormTrap and use sewer jetting equipment to force water in the same row from one end of the StormTrap row to the opposite side. The rows of the StormTrap are completely open in one contiguous channel from one end to the other for easy cleaning. C. DoubleTrap A DoubleTrap system can be maintained in a similar fashion as a SingleTrap on a concrete slab. Typically, headroom is greater in DoubleTrap systems and access is easier for manual Storm Trap® 6 | P a g e gathering of sediment and debris. Again, maintenance is typically performed using a vacuum truck or jet-vac system. Sediment can be gathered near access openings and removed with suction. Alternately, a jet vac system that operates throughout the system can be used to remove sediment. Sediment should be flushed towards a vacuum hose for thorough removal. For a dry system, remove the manhole cover at the top of the system and lower a vacuum hose into one of the rows of the StormTrap system. If present, open the manhole at the opposite end of the StormTrap and use sewer jetting equipment to force water in the same row from one end of the StormTrap row to the opposite side. The rows of the StormTrap are completely open in one contiguous channel from one end to the other for easy cleaning. If the system was designed to maintain a permanent pool of water, floatables and any oil should be removed in a separate procedure prior to the removal of all sediment. The floatable trash is removed first by using a bucket strainer to capture and remove any floating debris. The floatable oils are then removed off the top of the water by using the vacuum truck to suck off any floatable fluids and liquids. The next step is to use the vacuum truck to gently remove the clarified water above the sediment layer. The final step is to clean the sediment for each row as described above. For smaller systems, the vacuum truck can remove all the sediment in the basin without using the sewer jetting equipment because of the smaller space. D. ShallowTrap A ShallowTrap system can be cleaned in a similar fashion as a Single Trap on a stone base. The headroom limitation will not allow for manual entry removal of sediment. Precautions will need to be taken to ensure the stone base retains levelness. Using a jet vac system to flush out the sediment is the recommended method. Storm Trap® 7 | P a g e Sediment should be flushed towards a vacuum hose for thorough removal. Remove the manhole cover at the top of the system and lower a vacuum hose into one of the rows of the ShallowTrap system. Access the manhole at the opposite end of the ShallowTrap and use sewer jetting equipment to force water in the same row from one end of the ShallowTrap row to the opposite side. The rows of the ShallowTrap are completely open in one contiguous channel from one end to the other for easy cleaning. E. SiteSaver Site Savers have 3 potential components that require maintenance and cleaning. Depending on the specifications of the system, trash nets, oil mats, and sediment removal will all need to be addressed. Inspections should be done such that a enough time has lapsed since the most recent rain event to allow for a static water condition. Visually inspect the system at all manhole and access opening locations. For debris accumulation, visually inspect the netting or screening basket components (if utilized) to determine the bag or basket capacity. Nets or baskets containing only minor quantities of debris may be retained in place. It is recommended to replace the nets or clean the screening baskets when they appear 1/2 - 2/3 full. Failure to replace nets and/or remove floatables from bypass screening (if applicable) will lead to hydraulic relief, drain down deficiencies, and decrease the long-term functionality of the system. For sediment accumulation, utilize either a sludge sampler or a sediment pole to measure and document the amount of sediment accumulation. To determine the amount of sediment in the system with a sludge sampler follow the manufacturer’s instructions. If utilizing a sediment pole, first insert the pole to the top of the sediment layer and record the depth. Then, insert the pole to the bottom of the system and record the depth. The difference in the two measurements corresponds to the amount of sediment in the system. Finally, inspect the inlet pipe opening to ensure that the silt level or any foreign objects are not blocking the pipe. Maintenance should be done utilizing proper personal protective equipment such as: safety glasses, hard-hat, gloves, first aid kit, etc. Maintenance should occur only when a sufficient Storm Trap· 8 | P a g e time has lapsed since the most recent rain event to allow for a static water condition for the duration of the maintenance process. In the case that only trash and floatables need to be removed, and a netting configuration or a removable screening basket is utilized, a vacuum truck is not required. However, a vacuum truck is required if a fixed screening basket configuration is utilized. If the maintenance event is to include oil removal and or sediment removal a vacuum truck or similar equipment would be needed. Install a new net assembly by sliding the netting frame down the support frame and ensure the netting lays over the plate assembly such that the netting is not restricted. To order additional disposable nets, contact your local SiteSaver representative. New nets come with tie wraps temporarily holding the net material to the frame component for easy handling and storage. It is not recommended to remove the tie wraps until the net is ready to be installed. The frame is tapered from top (widest part) to bottom, and is also tapered from front (towards the sewer) to back. Cut the tie wraps that secures the netting material to the frame for shipment and lower the net down the guide rails. If debris has accumulated in the net support frame, remove the objects so the new net seats fully in the channel when installed. When lowering the net, the following details should be exercised when placing the net: • Watch the lowering to make sure that there are no unexpected entanglements. • Be careful not to let the toe of the net get caught under the frame when it reaches the bottom of the support frame. This is typically accomplished by holding the toe of the net until after the net has started to prop into place. • Ensure the netting lays over the plate assembly such that the netting is not restricted. Access to the netting chamber can be achieved via the square grated opening atop the Site Saver unit. Trash net needs to be removed completely (including the frame) with a service vehicle (crane/hoist/boom truck). For sediment removal, the SiteSaver is designed with clear access at both the inlet and outlet. A vacuum truck, or similar trailer mounted equipment, can be used to remove the sediment, hydrocarbons, and water within the unit. For more effective removal, it is recommended to use sewer jetting equipment or a spray lance to force the sediment to the vacuum hose. When the floor is sufficiently cleaned, fill the system back to its normal water elevation (to the pipe inverts). Storm Trap® 9 | P a g e Complete a post maintenance inspection to ensure that all components have been replaced and are properly secured within the SiteSaver device. It is a good practice to take time stamped photographs after every maintenance event to include within maintenance logs. After verifying all components, secure the access openings and ensure proper disposal of all pollutants removed during maintenance per local, state, and federal guidelines. Proof of inspections and maintenance is the responsibility of the owner. All inspection reports and data should be kept on site or at a location where they will be accessible for years in the future. Some municipalities require these inspection and cleaning reports to be forwarded to the proper governmental permitting agency on an annual basis. Refer to your local and national regulations for any additional maintenance requirements and schedules not contained herein. Inspections should be a part of the standard operating procedure. It is good practice to keep records of rainfall events between maintenance events and the weight of material removed, even if no report is required. F. Sand Filter Sand filter beds can crust over and become clogged or partially clogged, for this reason we recommend inspecting the sand filters at least annually. To remove this, the upper layer of clogged and / or hardened sand will need to be broken up with a steel rake or a similar device. After breaking up the top 2-5 inches of contaminated media, the lose sand can be scrapped off and removed via a vacuum truck. Replace and regrade the media with the approved material per the original design. Various contractors specialize in this work. Maintenance methodologies range from manual replacement and removal to robotic devices that require no human entry into the system. Please consult to local maintenance contractors for additional information. Storm Trap® 10 | P a g e 6. Inspection Reports Proof of these inspections is the responsibility of the property owner. All inspection reports and data should be kept on site or at a location where they will be accessible for years in the future. Some municipalities require these inspection and cleaning reports to be forwarded to the proper governmental permitting agency on an annual basis. Refer to your local and national regulations for any additional maintenance requirements and schedules not contained herein. Inspections should be a part of your standard operating procedure. Please see Appendix A for a sample Inspection and Maintenance form. Appendix A Sample inspection and maintenance log Storm Trap® 11 | P a g e Storm Trap· Underground Detention System Inspection and Maintenance Checklist Facilitv: Location/Address: Date: I Time: I Weather Conditions: I Date of Last Inspection: Inspector: I Title: Rain in Last 48 Hours □ Yes □No If yes, list amount and timing: Pretreatment: □ vegetated filter strip □ swale □ turf grass □ forebay □ other, specify: □ none Site Plan or As-Built Plan Available: □ Yes o No *Do not enter underground detention chambers 10 inspect system unless Occupationa l Safety & Heal th Administration (OSHA) regulat ions for confined space entry are followed. *Follow inspection and maintenance instructions and schedules provided by system manufacnuer and installer. * Properly dispose of all wastes. Inspection Item Comment 1. PRETREATMENT Sediment has accumulated. □Yes □No □NIA Trash and debris have accumulated. □Yes □No □NIA 2. INLETS Inlets are in poor structural condition. □Yes □No □NIA Sediment, trash, or debris have □Yes □No □NIA accumulated and/or is blocking the inlets. 3. CHAMBERS Sediment accumulation threshold has been reached. □Yes □No □NIA Trash and debris have accumulated in □Yes □ JO □NIA chambers. 4. OTHER SYSTEM COMPONENTS Structural deterioration is evident. □Yes □No □NIA 5. OUTLETS Outlets in poor strucmral condition. □Yes □No □NIA Sediment, trash or debris are blocking □Yes □No DN/A outlets. Erosion is occurring around outlets. □Yes □No □NIA 6. OTHER Evidence of ponding water on area □Yes □ □NIA draining to system. 'o Evidence that water is not being □Yes □ □NIA conveyed through the system. 'o Additional Notes Wet weather insoection needed □ Yes □No Action Needed □Yes □No □Yes □No □Yes □No □Yes □No □Yes □No □Yes □No □Yes □No □Yes □No □Yes □No □Yes □No □Yes □No □Yes □No ATTACHMENT 4 City standard Single Sheet BMP (SSBMP) Exhibit [Use ]the City's standard Single Sheet BMP Plan. PROPRIETARY BIOFILTRATION BMP1 BMP TYPEBMP ID #SYMBOL CASQA NO.DRAWING NO.SHEET NO.(S)MAINTENANCEFREQUENCY BMP TABLE 1. THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS OR THESE PLANS. 2. NO CHANGES TO THE PROPOSED BMPS ON THIS SHEET WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. 3. NO SUBSTITUTIONS TO THE MATERIAL OR TYPES OR PLANTING TYPES WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. 4. NO OCCUPANCY WILL BE GRANTED UNTIL THE CITY INSPECTION STAFF HAS INSPECTED THIS PROJECT FOR APPROPRIATE BMP CONSTRUCTION AND INSTALLATION. BMP NOTES: PARTY RESPONSIBLE FOR MAINTENANCE: NAME ADDRESS PHONE NO. CONTACT PLAN PREPARED BY: MP-40 INSPECTION FREQUENCYQUANTITY SOURCE CONTROL HYDROMODIFICATION & TREATMENT CONTROL 5. REFER TO MAINTENANCE AGREEMENT DOCUMENT. 1 EA 535-1B 6 SEMI-ANNUALLY TRASH CAPTURE SCREEN - WATER QUALITY STENCILS*SD-13*DRAINS TO OCEANNO DUMPING ** 6. SEE PROJECT SWMP FOR ADDITIONAL INFORMATION. QUARTERLY BMP CONSTRUCTION AND INSPECTION NOTES: THE EOW WILL VERIFY THAT PERMANENT BMPS ARE CONSTRUCTED AND OPERATING IN COMPLIANCE WITH THE APPLICABLE REQUIREMENTS. PRIOR TO OCCUPANCY THE EOW MUST PROVIDE: 1. PHOTOGRAPHS OF THE INSTALLATION OF PERMANENT BMPS PRIOR TO CONSTRUCTION, DURING CONSTRUCTION, AND AT FINAL INSTALLATION. 2. A WET STAMPED LETTER VERIFYING THAT PERMANENT BMPS ARE CONSTRUCTED AND OPERATING PER THE REQUIREMENTS OF THE APPROVED PLANS. 3. PHOTOGRAPHS TO VERIFY THAT PERMANENT WATER QUALITY TREATMENT SIGNAGE HAS BEEN INSTALLED. PRIOR TO RELEASE OF SECURITIES, THE DEVELOPER IS RESPONSIBLE FOR ENSURING THE PERMANENT BMPS HAVE NOT BEEN REMOVED OR MODIFIED BY THE NEW HOMEOWNER OR HOA WITHOUT THE APPROVAL OF THE CITY ENGINEER. (BF-3) PROPRIETARY BIOFILTRATION BMP4 MP-40 1 EA 535-1B 5 SEMI-ANNUALLYQUARTERLY(BF-3) UNDERGROUND DETENTION BASIN2 -1 EA 535-1B 6 SEMI-ANNUALLYQUARTERLY(UDB-1) UNDERGROUND DETENTION BASIN1 -1 EA 535-1B 4 SEMI-ANNUALLYQUARTERLY(UDB-2) AVIARA HOUSING EAST LP 600 CALIFORNIA STREET SUITE #900 SAN FRANSISCO, CA 94108 (619) 231-6301 JEFF WILLIAMS WATER QUALITY SIGNAGE - TRASH ENCLOSURE SD-32 SIGNAGEWATER QUALITY 3 EA 535-1B 6,8, & 9 AS NEEDEDQUARTERLY 1 EA 535-1B 5 QUARTERLY 6 EA 535-1B 4-6 QUARTERLY 2 EA 535-1B 4-6 QUARTERLY 5 6 7 8 AS NEEDED AS NEEDED AS NEEDED SAMPLE PROHIBITIVE SIGNAGE NTS *CITY OF CARLSBAD STD. DWG. DS-1 . . . . ·-~.•·. ·". z.o··.··.·· ........... . . . . . 0 ...... .. .;t)·. )> •-:o· A . . I I I I I I I I I I I I j I ' II L I II Jil'!ia'i ... ·... ~ .·.·.· ·.·.··"': 9. . . . . :-:_::::-~-_--:::::::-;;.,..,-~. f -~---··· ...... __,.. ... BLDG EE=9B 1n_ --- WA TER Q U A LITY PER MAN E N T TRE A T ME N T F AC ILITY KEEP ING OUR WATERWAYS CLE AN --- MA INTAIN WITH CAR E -NO MOD IFI CA TI ONS WITH OU T AG ENC Y APP RO VA L PERMANENT WAT ER QUALITY S IG N NTS ' --¥---~ ......_________ I --------- I I _..-:;: _..-:;: - 11 DATE INITIAL ENGINEER OF WORK HUNSAKER & ASSOCIATES PLANNING 9707 Waples Street ENGINEERING San Diego, Ca 92121 SURVEYING PH(858)558-4500· FX(858)558·1414 0 ~ 0 ~ 0 ~ 0 ~ 0 (ii,' 0 0 0 w "AS BU IL T" 20 0 20 40 60 RCE __ _ EXP. __ _ DATE --------~ REVIEWED BY: SCALE 1"= 20' INSPECTOR DATE I SH~ET I CITY OF CARLSBAD I SHE1ETS I ENGINEERING DEPARTMENT SINGLE SHEET BMP SITE PLAN A VIARA APARTMENTS -EAST 6145 LAUREL TREE ROAD CARLSBAD, CA APPROVED: JASON S. GELDERT CITY ENGINEER RCE 63912 EXPIRES 9/30/20 DATE REVISION DESCRIPTION DATE INITIAL DATE INITIAL OTHER APPROVAL CITY APPROVAL DWN BY: PROJECT NO. DRAWING NO. CHKD BY: CT2018-0002 535-1B RVWD BY: