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Home My WebLink AboutCDP 2020-0003; CROWLEY RESIDENCE; SWQMP - STORM WATER QUALITY MANAGEMENT PLAN; 2020-05-26- CITY OF CARLSBAD PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR /11~~- WILLIAM G. MACK CROWLEY RESIDENCE CDP 2020-0003 DRAWING No. (DWG. ____ -_) SWQMP No. ENGINEER OF WORK: 526/2020 RCE 73620 PREPARED FOR: CHRISTINE CROWLEY 4367 HIGHLAND DRIVE CARLSBAD, CA 92008 PREPARED BY: PASCO LARET SUITER & ASSOCIATES 535 N. HIGHWAY 101, SUITE A SOLANA BEAH, CA 92075 (858) 259-8212 DATE: MAY 26, 2020 CIV\\.. OF CALI' ., ·• • ·• 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: OMA Exhibit Attachment 1 b: Tabular Summary of DMAs and Design Capture Volume Calculations Attachment 1 c: Harvest and Use Feasibility Screening (when applicable) Attachment 1 d: Categorization of Infiltration Feasibility Condition (when applicable) Attachment 1 e: Pollutant Control BMP Design Worksheets/ Calculations Attachment 2: Backup for PDP Hydromodification Control Measures Attachment 2a: Hydromodification Management Exhibit Attachment 2b: Management of Critical Coarse Sediment Yield Areas Attachment 2c: Geomorphic Assessment of Receiving Channels Attachment 2d: Flow Control Facility Design Attachment 3: Structural BMP Maintenance Thresholds and Actions Attachment 4: Single Sheet BMP (SSBMP) Exhibit - • CERTIFICATION PAGE Project Name: CROWLEY RESIDENCE Project ID: CDP2020-0003 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 Pem1it) 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. til~!I!-73620 Exp. 12-31-20 Engineer of Work's Signature, PE Number & Expiration Date William G. Mack Print Name Pasco Laret Suiter & Associates Company May 26, 2020 Date PROJECT VICINITY MAP SITE N LAGOON -w:......;;;;; ~ ... E s • • - - - - - - - - ( City of Carlsbad STORM WATER STANDARDS QUESTIONNAIRE Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov E-34 I INSTRUCTIONS: To address post-development pollutants that may be generated from development projects, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design per Carlsbad BMP Design Manua! (BMP Manual). To view the BMP Manual, refer to the Engineering Standards (Volume 5). This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'STANDARD PROJECT' requirements or be subject to 'PRIORITY DEVELOPMENT PROJECT' (PDP) requirements. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the city. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A completed and signed questionnaire must be submitted with each development project application. completed and signed questionnaire is required when multiple development applications for the same submitted concurrently. PROJECT INFORMATION PROJECT NAME: Crowley Residence PROJECT ID: Only one project are ADDRESS, 4367 Highland Drive, Carlsbad, CA 92008 APN: 206-180-20, 206-180-46, 206-180-53 The project is (check one): D New Development 0 Redevelopment The total proposed disturbed area is: 35,793 ft2 ( 0.82 ) acres The total proposed newly created and/or replaced impervious area is: 13,398 ft2 (0.31 ) 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. -- E-34 Page 1 of 4 REV 03119 • STEP1 TO BE COMPLETED FOR ALL PROJECTS To determine if your project is a "development project", please answer the following question: YES NO Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building □ 0 or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? If you answered "yes" to the above question, provide justification below then go to Step 5, mark the third box stating "my project is not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant information. Justification/discussion: (e.g. the project includes only interior remodels within an existlng building}: ·• If vou answered "no" to the above auestion, the oroiect is a 'develooment oroiect', ao to Steo 2. STEP2 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.{3), please answer the following questions: • Is your project LIMITED to one or more of the following: YES NO -------------.. ------·------·---,._, 1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: • a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; OR □ 0 b) Designed and constructed to be hydraulically disconnected from paved streets or roads; OR c) Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets quidance? • 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in □ 0 accordance with the USEPA Green Streets guidance? 3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? □ 0 If you answered "yes" to one or more of the above questions, provide discussion/justification below, then go to Step 5, mark the second box stating "my project is EXEMPT from PDP _" and complete applicant information. Discussion to justify exemption ( e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): If vou answered "no" to the above auestions, vour oroiect is not exempt from PDP, QO to Step 3 . • E-34 Page 2 of 4 REV 03/19 • • • • • • • • 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 ublic develo ment ro ·eels on ublic or rivate land. 2. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public devefo ment ro ·ects on ubfic or rivate land. 3. ls your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification SIC code 5812 . 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside develo ment ro·ect includes develo men! on an natural slo e that is twent -five ercent or realer. 5. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. 6. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious street, road, highway, freeway or driveway surface collectively over the entire project site? A street, road, highway, freeway or driveway is any paved impervious surface used for the YES NO □ □ □ □ □ □ trans ortation of automobiles, trucks, motorc cle_~_.0a~n~d~o~th~•~r_v~•~h~ic~l~•~s·~-~~=---~~-----+---+--~ 7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the ro·ect to the ESA i.e. not commin led with flows from ad"acent 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. ls your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic ADT of100ormore vehicles erda. 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 surtace or (2) increases impervious surface on the property by more than 10%? (CMC 21.203.040 □ □ □ □ □ El If you answered "yes" to one or more of the above questions, your project is a PDP. If your project is a redevelopment project, go to step 4. If your project is a new project, go to step 5, check the first box stating "My project is a PDP . and complete applicant information. lf you answered "no" to all of the above questions, your project is a 'STANDARD PROJECT.' Go to step 5, check the second box statin "M ro·ect is a 'STANDARD PROJECT' ... " and complete applicant information. E-34 Page3of4 REV 03/19 - • ·• - . 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)= 24,117 sq. ft. D 0 Total proposed newly created or replaced impervious area (B) = 13,398 sq. ft Percent impervious area created or replaced (B/A)*100 -56 % If you answered "yes", the structural BMPs required for PDP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 5, check the first box stating "My project is a PDP ... " and complete applicant information. lf you answered "no," the structural BMP's required for PDP apply to the entire development. Go to step 5, check the check the first box statinn "Mv nroiect is a PDP ... " and comnlete annlicant information . STEPS CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION 0 My project is a PDP and must comply with PDP stonnwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) for submittal at time of application. □ My project is a 'STANDARD PROJECT' OR EXEMPT from PDP and must only comply with 'STANDARD PROJECT' stormwater requirements of the BMP Manual. As part of these requirements, I will submit a "Standard Project Requirement Checklist Form E·36' and incorporate low impact development strategies throughout my project. Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply. D My Project is NOT a 'development project' and is not subject to the requirements of the BMP Manual. Applicant Information and Signature Box Applicant Name: Applicant Title: Applicant Signature: Date: Environmentally Sens1t1ve Areas include but are not l1mrted to all Clean Water Act Section 303(d) 1mpo11red water bodies, areas designated as Areas of Spec,al 8iolog1cal Significance by the State Water ResourCISS Control Soard {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 Soard {Water Quality Control Plan for the San Diego Bas,n (1994) and amendments); areas designated as preserves or their equivalent under the Multi Spec,es Conservation Program within the Cities and County of San D,ego; Habitat Management Plan; and any other equivalent environmentally sensitive areas which have been identified by the City. This Box for Ci Use Onlv YES NO City Concurrence: D D By: ~ Date: Project ID: E-34 Page4of4 REV 03/19 SITE INFORMATION CHECKLIST Project Summary lnfonnation Project Name CROWLEY RESIDENCE Project JD CDP2020-0003 Project Address 14367 HIGHLAND DRIVE CARLSBAD, CA 92008 Assessor's Parcel Number(s) {APN(s)) 206-180-20, 206-180-46, 206-180-53 Project Watershed (Hydrologic Unit) Carlsbad 904 Parcel Area 1.15Acres ( 50,192 Square Feet) Existing Impervious Area (subset of Parcel Area) 0.55 Acres ( 24 117 Square Feet) Area to be disturbed by the project (Project Area) 0.82 Acres (35,793 Square Feet) Project Proposed Impervious Area (subset of Proiect Area\ 0.56 Acres ( 24,358 Square Feet) Project Proposed Pervious Area (subset of Proiect Area\ 0.26 Acres ( 11 435 Square Feet) Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the Project. This may be less than the Parcel Area. • Description of Existing Site Condition and Drainage Patterns Current Status of the Site (select all that apply): • • Existing development □ Previously graded but not built out 7 Agricultural or other non-impervious use I Vacant, undeveloped/natural Description I Additional Information: Existing single-family residence exists on two of the lots. ·-· Existing Land Cover Includes (select all that apply): c Vegetative Cover • • Non-Vegetated Pervious Areas • Impervious Areas -Description/ Additional Information: Underlying Soil belongs to Hydrologic Soil Group (select all that apply): 7 NRCS Type A n NRCS Type B 7 NRCS TypeC • NRCS Type D Approximate Depth to Groundwater {GW): LJ GW Depth < 5 feet u 5 feet < GW Depth < 1 O feet u 1 O feet < GW Depth < 20 feet ■ GW Depth > 20 feet ·• Existing Natural Hydrologic Features (select all that apply): J Watercourses 7 Seeps _J Springs JWetlands ■ None Description/ Additional Information: - ·• Description of Existing Site Topography and Drainage [How is storm water runoff conveyed from the site? At a minimum, this description should answer {1) whether existing drainage conveyance is natural or urban; (2) describe existing constructed storm water conveyance systems, if applicable; and (3) is runoff from offsite conveyed through the site? if so, describe]: Storm water runoff is conveyed via an existing private storm drain system as well as naturally on the adjacent vacant lot. The storm drain system consists of drain inlets located within the property. The site is moderately sloped and sheet flows drainage in a westerly direction towards the adjacent properties and away from Highland Drive. Offsite runoff from the public right-of- way on the west side is conveyed through the site. Description of Proposed Site Development and Drainage Patterns Project Description/ Proposed Land Use and/or Activities: Addition to existing single-family residence and associated site improvements. LisUdescribe proposed impervious features of the project {e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features): Buildings, courtyards, driveways LisUdescribe proposed pervious features of the project {e.g., landscape areas): Landscape areas, permeable pavers. Does the project include grading and changes to site topography? •Yes :7 No Description/ Additional Information: Grading associated with the addition to an existing single-family residence, new driveway entrance, new entry walkway, parking, and a biofiltration basin. Does the project include changes to site drainage {e.g., installation of new storm water conveyance systems)? •Yes □No Description / Additional Information: New private storm drain system and area drains, as well as a storm water biofiltration basin. • • • 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 J Interior floor drains and elevator shaft sump pumps I Interior parking garages -7 Need for future indoor & structural pest control ■ Landscape/Outdoor Pesticide Use ■ Pools, spas, ponds, decorative fountains, and other water features n Food service 7 Refuse areas Cl Industrial processes u Outdoor storage of equipment or materials n Vehicle and Equipment Cleaning r1 Vehicle/Equipment Repair and Maintenance □ Fuel Dispensing Areas I Loading Docks c Fire Sprinkler Test Water [ Miscellaneous Drain or Wash Water c Plazas, sidewalks, and parking lots Identification of Receiving Water Pollutants of Concern Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable): Runoff flows across the adjacent lots and into Adams Street. Storm water then collects and is -conveyed in the PCC ditch on Adams Street for about 23 feet in a northwesterly direction before it is picked up by a public catch basin located on the east corner of the intersection of Adams Street and Hoover Street. The storm water continues in the 21" CMP public storm drain south westerly parallel to Hoover Street and ultimately discharges to the Agua Hedionda Laaoon. 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 Po 11 utant( s )/Stressor( s) TMDLs -Benthic Community Effects, Bifenthrin, Chlorpyrifos, Agua Hedionda Creek Cypennethrin, Indicator Bacteria, Malathion, Manganese, Nitrogen, Phosphorus, Selenium, Total Dissolved Solids, Toxicitv Pacific Ocean Shoreline, Los Monos I-ISA, Carlsbad State Beach Trash at Tamarack Ave Identification of Project Site Pollutants Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see BMP Desian Manual A ,nendix B.6): Also a Receiving Not Applicable to Anticipated from the Water Pollutant of Pollutant the Proiect Site Proiect Site Concern Sediment X Nutrients X Heavy Metals X Organic Compounds X Trash & Debris X Oxygen Demanding X Substances Oil & Grease X Bacteria & Viruses X ' X Pesticides • 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. -J No, the project will discharge runoff directly to existing underground stom1 drains discharging directly to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. ·1 No, the project will discharge runoff directly to conveyance channels whose bed and bank ae concrete-lined all the way from the point of discharge to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. ·J No, the project will discharge runoff directly to an area identified as appropriate for a, 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): Critical Coarse Sediment Yield Areas* *This Section only required if hydromodification management requirements apply Based on the maps provided within the \/1/MAA, 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 \/1/MAA maps If yes, have any of the optional analyses presented in Section 6.2 of the BMP Design Manual been performed? CJ 6.2.1 Verification of Geomorphic Landscape Units (GLUs) Onsite □ 6.2.2 Downstream Systems Sensitivity to Coarse Sediment [ 6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite L, No optional analyses pelformed, the project will avoid critical coarse sediment yield areas identified based on \/1/MAA maps If optional analyses were performed, what is the final result? J No critical coarse sediment yield areas to be protected based on verification of GLUs onsite LJ Critical coarse sediment yield areas exist but additional analysis has determined thct protection is not required. Documentation attached in Attachment 8 of the SWQMP. c Critical coarse sediment yield areas exist and require protection. The project will implement management measures described in Sections 6.2.4 and 6.2.5 as applicable, and the areas • are identified on the SWQMP Exhibit. Discussion/ Additional Information: • 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. Runoff from the project discharges at a point of compliance at the project boundary. The POC for flow control analysis will be analyzed at the point of discharge from the site. Has a geomorphic assessment been performed for the receiving channel(s)? ■ No, the low flow threshold is 0.1Q2 (default low flow threshold) -LJ Yes, the result is the low flow threshold is 0.1O2 J Yes, the result is the low flow threshold is 0.3O2 • 7 Yes, the result is the low flow threshold is 0.5O2 • If a geomorphic assessment has been performed, provide title, date, and preparer: Discussion/ Additional Information: (optional) • Other Site Requirements and Constraints \A/hen 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 . • • • • • ( City of Carlsbad Project Name: Crowley Residence Project ID: CDP2020-0003 OWG No. or Building Permit No.: STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Project lnfonnatl~n Source Control BMPs Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov All development projects must implement source control BMPs SC-1 through SC-6 where applicable and feasible. See Chapter 4 and Appendix E.1 of the BMP Design Manual (Volume 5 of City Engineering Standards) for information to implement source control BMPs shown in this checklist. Answer each category below pursuant to the following. • "Yes" means the project will implement the source control BMP as described in Chapter 4 and/or Appendix E 1 of the Model BMP Design Manual. Discussion/justification is not required. • "No" means the BMP is applicable to the project but it is not feasible to implement. Discussion/justification must be provided. Please add attachments if more space is needed. • "NIA" means the BMP is not applicable at the project site because the project does not include the feature that is addressed by the BMP (e.g., the project has no outdoor materials storage areas). Discussion/justification may be nrovided. Source Control Requirement Applied? SC-1 Prevention of Illicit Discharges into the MS4 li Yes □ No □ N/A Discussion/justification if SC-1 not implemented: SC-2 Storm Drain Stenciling or Signage Ill Yes □No □ N/A Discussion/justification if SC-2 not implemented: SC-3 Protect Outdoor Materials Storage Areas from Rainfall, Run-On, Runoff, and Wind [ii Yes □No □ NIA Dispersal Discussion{justification if SC-3 not implemented: - E-36 Page1of4 Revised 09/16 Source Control Reoulrement lcontlnuedl lied? SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, Runoff, and [j] Yes ONo □ N/A Wind Disoersal Discussion/justification if SC-4 not implemented: ' ., SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal Iii Yes D No □ NIA Discussion/justification if SC-5 not implemented: SC-6 Additional BMPs based on Potential Sources of Runoff Pollutants must answer for each source listed below and identifv additional BMPs. (See Table in Annendix E.1 of BMP Manual for auidance'. [j] On-site storm drain inlets [ii Yes D No D N/A □ Interior floor drains and elevator shaft sump pumps D Yes D No lil N/A D Interior parking garages □Yes D No lil NIA □ Need for future indoor & structural pest control □ Yes D No Iii N/A Iii Landscape/Outdoor Pesticide Use Iii Yes D No D N/A Iii Pools, spas, ponds, decorative fountains, and other water features [j] Yes D No □ N/A □ Food service □ Yes □No lil N/A □ Refuse areas □ Yes □No lil N/A D Industrial processes □ Yes ONo lil N/A □ Outdoor storage of equipment or materials D Yes □No lil N/A D Vehicle and Equipment Cleaning D Yes ONo Iii N/A D Vehicle/Equipment Repair and Maintenance □ Yes D No Iii N/A D Fuel Dispensing Areas □ Yes D No lil N/A □ Loading Docks □Yes D No Iii N/A □ Fire Sprinkler Test Water □ Yes D No Iii NIA □ Miscellaneous Drain or Wash Water □ Yes □No lil N/A D Plazas, sidewalks, and narkina lots D Yes □No Ii] N/A -- For "Yes" answers, identify the additional BMP per Appendix E.1. Provide justification for "No" answers. On-site storm drain inlets: -Mark all inlets with the words, "No Dumping! Flows to Ocean!" E-36 Page2of4 Revised 09/16 Site Design BMPs • All development projects must implement site design BMPs SD-1 through SD-8 where applicable and feasible. See Chapter 4 and Appendix E.2 thru E.6 of the BMP Design Manual (Volume 5 of City Engineering Standards) for information to implement site design BMPs shown in this checklist. • Answer each category below pursuant to the following . • "Yes" means the project will implement the site design BMPs as described in Chapter 4 and/or Appendix E.2 thru E.6 of • the Model BMP Design Manual. Discussion/ justification is not required . • "No" means the BMPs is applicable to the project but it is not feasible to implement. Discussion/justification must be provided. Please add attachments if more space is needed. • "NIA" means the BMPs is not applicable at the project site because the project does not include the feature that is addressed by the BMPs (e.g., the project site has no existing natural areas to conserve). Discussion/justification may be provided . • Site Design Requirement I Applied? -SD-1 Maintain Natural Drainane Pathwavs and Hvdrolonic Features I li!Yes I D No I D N/A Discussion/justification if SD-1 not implemented: • SD-2 Conserve Natural Areas, Soils, and Veaetation l IOI Yes I D No ID NIA Discussion/justification if SD-2 not implemented: - ' i SD-3 Minimize lmoervious Area l Iii Yes I D No ID NIA • Discussion/justification if SD-3 not implemented: . SD-4 Minimize Soil Compaction Iii Yes I D No ID N/A • Discussion/justification if SD-4 not implemented: • SD-5 Impervious Area Dispersion I D Yes I □ No I 1!!1 N/A Discussion/justification if SD-5 not implemented: E-36 Page 3 of 4 Revised 09116 • Site Deslnn Reaulrement lcontlnuedl I anr.Ued? S0-6 Runoff Collection I Iii Yes I □ No I □ N/A -Discussion/justification if SD-6 not implemented: SD-7 Landscaoina with Native or Drouaht Tolerant Seecies l Iii Yes I □ No I □ NIA__ Discussion/justification if SD-7 not implemented: • SD-8 Harvestina and Usina Precioitation l O Yes I D No I ii N/A • Discussion/justification if SD-8 not implemented: Harvesting and using precipitation is not planned for the project. Proper BMP implementation will treat storm water runoff, as required. - • E-36 Page 4 of 4 Revised 09116 • .. 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 infonnation 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 type of structural BMP chosen for the project was based on the flow chart presented in Figures 5-1 and 5-2 of the City of Carlsbad BMP Design Manual. Using Form 1-7 (Worksheet B.3-1) to gauge the feasibility of implementing capture and use techniques for the project site, it was determined that Harvest and Use BMPs are considered infeasible. After determining Harvest and Use BMPs are infeasible, the infiltration feasibility analysis per Form 1-8 resulted in a Partial Infiltration condition. As a result, the Manual Category for BMP selection is Partial Retention (PR) with the only option being PR-1: Biofiltration with partial retention. The project site is divided into five (5) DMAs, with DMAs 1 & 2 using a PR-1 BMP for water quality. DMAs 3 & 4 are designated as self-retaining areas, with Permeable Pavers as Site Design BMPs. There are no impervious areas within DMAs 3 & 4, only landscape and paver areas. OMA 5 is de-minimis area consisting mostly of pervious surface. The project is proposing the use of permeable pavers, in DMAs 3 & 4, as Site Design BMPs per BMP Design Fact Sheet SD-6B . As additional volume storage, Permavoid modular units are proposed within BMP 1 and separately in OMA 2. The flow from OMA 2 is routed to BMP 1 for water quality treatment. rcontinue on next oane as necessarv.l - [Continued from previous page -This page is reserved for continuation of description of general strategy for structural BMP implementation at the site.] Structural BMP Summary Information [Copy this page as needed to Provide information for ea·ch individual proposed structural BM01 Structural BMP ID No. 1 DWG Sheet No. Type of structural BMP: [7 Retention by ha/Vest and use (HU-1) LJ Retention by infiltration basin (INF-1) J Retention by bioretention (INF-2) J Retention by permeable pavement (INF-3) ■Partial retention by biofiltration with partial retention (PR-1) c Biofiltration (BF-1) J Flow-thru treatment control included as pre-treatmentlforebay for an onsite retention cr biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it se1Ves in discussion section below) LJ Detention pond or vault for hydromodification management lJ Other (describe in discussion section below) Purpose: □ Pollutant control only □ Hydromodification control only ■ Combined pollutant control and hydromodification control □ Pre-treatmenUforebay for another structural BMP D Other (describe in discussion section below) Discussion (as needed): 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 Contents Checklist Sequence Attachment 1 a OMA Exhibit (Required) ■ Included See OMA Exhibit Checklist on the back of this Attachment cover sheet. (24"x36" Exhibit typically required) Attachment 1 b Tabular Summary of DMAs Showing ■ Included on OMA Exhibit h OMA ID matching OMA Exhibit, OMA Attachment 1 a Area, and OMA Type (Required)* D Included as Attachment 1Q separate from OMA Exhibit *Provide table in this Attachment OR on OMA Exhibit in Attachment 1 a Attachment 1 c Fann 1-7, Harvest and Use Feasibility ■ Included Screening Checklist (Required unless [ Not included because the en1ie the entire project will use infiltration project will use infiltration BMPs BMPs) Refer to Appendix B.3-1 of the BMP Design Manual to complete Form 1-7. Attachment 1 d Form 1-8, Categorization of Infiltration ■ Included Feasibility Condition (Required unless l~ Not included because the entire the project will use harvest and use project will use harvest and use BMPs) BMPs Refer to Appendices C and D of the BMP Design Manual to complete Form 1-8. Attachment 1 e Pollutant Control BMP Design ■Included Worksheets/ Calculations (Required) Refer to Appendices B and E of the BMP Design Manual for structural pollutant control BMP design guidelines - Use this checklist to ensure the required information has been included on the DMA The OMA Exhibit must identify: ■Underlying hydrologic soil group ■Approximate depth to groundwater Exhibit: ■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 {OMA) boundaries, OMA ID numbers, and OMA areas (square footage or acreage), and OMA type (i.e., drains to BMP, self-retaining, or self- mitigating) ■Structural BMPs (identify location and type of BMP) - NEW RETAINING WALL ------- PER PLAN -----._ ~ UN£---PROPERTY NEW RETAINING PER PLAN 118 WALL~ ~I BMP 117.0 FG .25 TWI-..._ ~ .___ ~ N. 18" DEEP MEDIA LA YER WITH Ml 5 IN/HR FIL Tf/A TION RA TE K 25" DEEP CLEAN 3/4" CRUSHED ROC AGGREGATE STORAGE LA YER 18" 25" NG I 18" HIGH CURB\ ' l,18"X18" OVERFLOW CATCH BASIN 119.5 TC BY BROOKS OR APPROVED EQUAL 118.0 TG PERMEABLE PAVER • -. 2.4 2" PONDING DEPTH WALKWA y \ ( «~-/ 77 . 11a.o rs . : _-/* ::-\ BOCCE COURT 117.5 FG [. • • /;/, . • ~ ~ . --V0/:0/:0/:0/£ v~:<'~~ 1/ w, -~)%'.~ /';,. ~ /~ /';,.~ .. --~ , ';,.~ /~ :/ , ~///~: 1// '.:-''-. ;;';. v- 0 oo (;J 0 oc ,o BACK OF WALL AND FOOT! TO 8£ WATERPROOFED l" DEEP CLEAN 3/4" CRUSHED ROCK ~,3g ~~~ ~-sc; ·~,-;~~i ~~~ ---,~ ,0 "" ~ GGREGATE STORAGE LAYER -::;:(y ',~---:,1 .~r 1~go , \ 1)0~~ ~~-. • • \ \ ---~'-'./.0"/.0"-/.0'</~'-(/,~'-;/.'0° APPROX/MA TE LINE_/'<(, OF EXISTING GRADE '1/);:! -. -. ' . ·::--..:.0>;:~ y>-.,~ 1/~ 1/~ / .,'-... ,_,-,'-... 1/ / --/'-/ '"-/ · / / PERMAVOID DETEN ~~ -~ /~., '. 6" OUTLET PIPE STf/UCTURE 4 PERFORATED SUBDRAIN .___ TION PARTIAL INFILTRATION BIOFILTRATION BMP 1 NORTH PROPERTY UN£ EXISTING GLASS TO BE REMOVED, SALVAGED, AND REUSED NEW RETAINING WALL PER PLAN, 118.25 TW =- EXISTING RETAINING WALL TO REMAIN 121.9 TW 18 "X18" OVERFLOW CATCH BASIN BY BROOKS OR APPROVED EQUAL 118.0 TG NOT TO SCALE PARTIAL INFILTRATION BIOFILTRATION BMP 1 -S OUTH EXISTING RETAINING WALL TO REMAIN CLEANOUT PER PLAN ~ EXISTING RETAINING WALL TO REMAIN 4.64' 1--------+---I 4" OUTLET PIPE c_-- PERMAVOID DETENTION STRUCTURE NOT TO SCALE NOT TO SCALE I I I I ATTACHMENT 1A -DMA EXHIBIT ", ,_,, l / I I I DMAS --1-1 i PERMAVOID DET,ENTION STRUCTU~E 110.31 sf( 583.19 CF I ' I l / .i r Ll I I ) I I ; PERMEABLE PA VERS PER SD -6B 493 SF I I l 0 [PROPO!>fD SITE DRAINAGE , NETWORK ROPOSED GRllDING ,- I I ' ) I I I I \ I / ; I I SITE PLAN / / r· \ I I I ) -T SCALE: 1 "=20' "' -.:,,.,,.,, \ \ I I I ,,,.,. I ""' ,--- I .I I ! i r I ' ' \ I "'""\ \ 1 ' l """" .,. ,, I I "'···~" I \ '"' ·.-L ,. ~r I l \ . \ j V ii ·--7 ~ I I I ' I I ' / . .., ... \ ' ' I \ ) - o· 1 ' I ,, .... ' c~ ' ' er, ~ "·.';: ~ \ :-,, :J'. / ' .~:\ ~- " ., ,, ' ;,,- I " :;. : / I " ... I ,I I I I 0 / ( ) I I I.., ~ 20 DESCRIPTION OMA BOUNDARY 8/0F!L mA TION BASIN AREA IMPER\10US AREA PERMEABLE PA VERS FLOv.!.IN[ ROOF RIDGE l/NE LEGEND SYMB OL K X X. .A. X A i ]A.X.J\..X..X.JI ~ DMA TABULAR SUMMARY DMAID DMAAREA DMA TYPE OMA 1 28,288 SF DRAINS TO BMP 1 OMA 2 8,000 SF DRAINS TO BMP I DMA 3 4.471 SF SELF-RETAINING DMA 4 886 SF SELF-RETAINING DMA 5 215 SF DE-MIN/MIS S OIL INFORMATION HYDROLOGIC SOIL GROUP: D GROUNDWATER DEPTH GROUND WA /ER DEPTH > 20 FEET EXISTING NATURAL HYDROLOGIC FEATURES NO WA IERCOURSES, SEEPS, SPRINGS. OR WETLANDS EXIST ON SIIE CRITICAL COARSE SEDIMENT YIELD NO CRITICAL COARSE SEDIMENT \1ELD AREAS TO BE PROTECTED OMA EXHIBIT 4367 HIGHLAND DRIVE CARLSBAD, CA 92008 DA TE: MAY 2020 PASCO LARET SUITER SCALE: 1" = 20' ~~ ~ ffe.~~(O)CC!t¾ulE~ San Diego I Solana Beach I Orange County Phone 858.259.821 2 I www.plsaengineering.com 40 60 -. BMP Sizing and DCV Summary Table Minimum C 3% Impervious Pervious Paver Weighted Treatment BMP BMP Total Area Area % Area % Area Runoff DCV Area location Description (sq-ft) (sq-ft) Impervious (sq-ft) Pervious (sq-ft) % Pavers Factor (Cu-ft) (sq-ft) DMA-1+2 BIOFILTRA TION PLANTER 36288 24267 67% 11189 31% 832 2% 0.70 1242.9 758 SELF-DMA-3 RETAINING 4471 0 0% 1929 43% 2542 57% 0.19 41.0 25 DMA-4 SELF- RETAINING 886 0 0% 393 44% 493 56% 0.19 8.2 5 DMA-5 DE-MINIM IS 215 91 42% 124 58% 0 0% 0.55 5.9 4 TOTAL OMA AREA: 41860 24358 58% 13635 33% 3867 9% 0.63 1297.97 791.98 TOTAL BMP AREA: 904.00 NOTE: Total De-Minimia area is 215 sf which is less than 2% of the total site Impervious area of 24,358 sf. Runoff Factor Impervious Landscape 0.90 0.30 Permeable Pavers 0.10 0.20 in/hr 85th percentile depth: 0.59 in BMP Area DCV Provided Provided DCV FLOW (sq-ft) (Cu-Ft) (CFS) 904 1717.6 0.117 904.00 1717.6 0.12 Appendix I: Forms and Checklists 1. Is there a demand for harvested water (check all rhat apply) at the project site that is reliably present during the wer season? D Toilet anJ urinal flushing [!] Landscape irrigation O Ocher:, ______ _ 2. ff there is a demand; estimate the anticipated average wet season demand over a period of36 hours. Guidance for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section B.3.2. 36-hour planning level irrigation demand = 1,470 gal/ac 0.06 acres irrigated x 1,470 gal/ac in 36 hrs x 0.13368 cu. ft/gal = 11 .8 cu. ft in 36 hrs Total Demand = 11.8 cubic feet 3. Calculate the DCV using worksheet B.2-1. DCV = __ 1_2-'-98 __ (cubic feet) 3a. Is the 36 hour demand greater than or l'.qual to the DCV? _ Yes I !'I o c:::> .Q, I larvest and use appears to be fcasibk. Conduct more cletaiJcd evaluation and sizing calculations to confirm that DCV can be used at an adequate rate to meet drawdown criteria. 3b. ls the 36 hour demand greater than 0.25DCV but less than the full DCV? Yes / 1•1 o c::=> ,(J. I larvcst and use may be feasible. Conduct more detailed evaluation and sizing calculations to Jetcrmine feasibi lity. 1 larvest and use may only be able to be used for a portion of the site, or (optionally) the storage may need to be upsizcd to meet long term capture targets while draining in longer than 36 hours. Ts harvest and use feasible basec.l on further evaluation? Yes, refer co Appendix F, to selecc and size harvest and use 13MPs. ■ No, select alternate BMPs. 1-2 3c. Is rhe 36 hour tkmand less than 0.25D CY? .!I Yes JJ Harvest and use is consic.lcrcd to be infeasible. February 2016 Appendix I: Forms and Checklists Part 1 -Full Infiltration Feasibility Screening Criteria Would infiltration of the full design -volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated? Criteria Screening Question Is the estimated reliable infiltration rate below proposed facility locations greater than 0.5 inches per hour? 'll1c response to this Screening Question shall be based on a comprehensive evaluation of rhe factors presented in Appendix C.2 and Appendix D. Provide basis: Yes No ti Per the USDA, the Marina Loamy Coarse Sand occupies the uppermost 80 percent of the site, while the Carlsbad Loamy Sand occupies the lowermost 20 percent of the site. Infiltration rates vary from 0.57-1.98 inches per hour (IPH) for the Marina soil, and 1.98-5.98 (!PH) for the Carlsbad soil. Both soils are categorized as Hydrologic Soil Group B. As the Marina Loamy Coarse Sand appears to be the dominant soil type, an infiltration rate in the range of 0.57 -1.98 (IHP) should govern BMP design. Please note that a minimum factor of safety = 2.0 (per Form 1-9) has not been applied. Summarize findings of studies; provide reference to studies, calculations, maps, dara sources, <:l'C. Provide narnitive discussion of scudy / data source applicability. 2 Can infiltration greater than 0.5 inches per hour be allowed without increasing-risk of g-cotechnicaJ hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? ·n,e response w this Screening Question shall be based on :1 comprehensive evnlu::nion of the factors presented in Appendix C.2. Provide basis: Planned BMP's are intimately associated with site retaining walls, and the overall site slopes westward at a gradient of about 3:1 (h:v). Full infiltration will adversely affect wall performance and slope stability. Sumrnariic.: finuings of studies; provide reference lO studies, calculations, maps, data sources, etc. Prm·ide narrative discussion of study/data source applicability. I-3 February 2016 Critcri a 3 Appendix I: Forms and Checklists Scrccniog Question Can infiltration greater than 0.5 inches per hour be allowed without increasing .risk of groundwater contamination (shallow water table, storm water pollutants or other factors) that cannot be mitigated to an acceptable level? 'Jl1c n:sponsc tn this Screening <Juestion shall be based <>n a comprehensive evaluation of the facmrs presented in 1\ppendix C.3. Yes No t/ Provick: basis: The site is not located near a drainage course. Based on our geotechnical site exploration, groundwater is greater than 20 feet below existing site grades, and likely at much lower elevations (>50 feet) near sea level. Summarize findings of scudics; provide reference to studies, calculations, maps, data sources, ere. Provide narraci,·e discussion of study/dam source applicability. 4 Can infiltration greater than 0.5 inches per hour be allowed without causing potential water balance issues sucb as change of seasonality of ephemeral streams or increased discharge of contaminated groundwater to surface waters? The response to this Scr1:cning Qu<:slion shall be bascd on a comprchrnsivc evaluation of the factors presented in Appendix C.3. t/ The site is not located near a drainage course. Based on our geotechnical site exploration, groundwater is greater than 20 feet below existing site grades, and likely at much lower elevations (>50 feet) near sea level. Summarize findings of studies; provide reference ro studies, rnlculations, maps, data sources, etc. Provide narmrive discussion or study/data source applicability. Part 1 Result * lf all answers ro rows I -4 arc '·Yes" a full inlihmtinn design is potentiallr feasible. The feasibility screening category is Full lnftl tration If any answer from row 1-4 is "No", infiltration mar be possible ro some extent but would not generally be feasible or desirable to achieve a ·'full infiltration" design. Proceed to P:1rl 2 NO ~robe complctt'<I using gathcr,•d site; infnrm.aC1on and best profcss1onnJ iudgrncnt cons1<lcr1ng 1hc definition of i'.lEP 1n the 1'1S4 l'erm1r. Add1t10nal testing and/or studies may be n.:qwrcd by the City co substanttatc hndtngs. 1-4 February 2016 Appendix I: Forms and Checklists Part 2 -Partial Infiltration vs. No Infiltration Feasibility Screening Criteria Would infiltration of water in any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated? Criteria 5 Screening Question Do so il and geologic conditions allow for infiltration in any appreciable rate or volume? 'l11e response to rhis Screening Question shall be based on a comprehensive evaluation of the factms presented in 1\ppendix C.2 and AppcnJix D. Provide basis: Yes No Per the USDA, the Marina Loamy Coarse Sand occupies the uppermost 80 percent or the site, while the Carlsbad Loamy Sand occupies the lowermost 20 percent of the site. Infiltration rates vary from 0.57-1.98 inches per hour (IPH) for the Marina soil, and 1.98-5.98 (IPH) for the Carlsbad soil. Both soils are categorized as Hydrologic Soil Group B. As the Marina Loamy Coarse Sand appears to be the dominant soil type, an infiltration rate in the range of 0.57 -1.98 (IHP) should govern BMP design. Please note that a minimum factor of safety= 2.0 (per Form 1-9) has not been applied. Summ:iriic findings of studies; provide reference m studits, calculations. maps, dnra source~, etc. Provide narrative discu:;sion of study/data source applicability and why it wa~ nor feasible co micih'll!C low infiltration rates. (, 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 Quescion shall be based on a comprehcnsi,·c cvaluatiun of 1hc factors presented in 1\ppcndix C.2. Provide basis: Mitigation including, but not limited to: deepened foundations, and reduced soil design parameters (bearing value, lateral pressures, etc.) would be necessary for retaining wall improvements in the vicinity of any BMP. Summarize findings of ~tudics; provide reference to studies, calculalions, maps, dat:t sources, etc. l'rO\·idc n:t.rrativc discu~siu11 uf ~tudy/dirnt M>UtCe applical,ilil) and \\Ii~ i1 \\a~ nul fea,ibk to 111i1igare Ill\, i1,filu.1 Lio11 t:lll:,. 1-5 February 2016 Appendix I: Forms and Checklists Criteria 7 Screening Question Can Infiltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water p ollutants or other factors)? The response to this Screening Question shall be bnscd on a comprehcnsi\'C evaluation of rhe factors prescnrcd in 1\ppt·nclix 1..'t Provide basis: Yes No Based on our geotechnical site exploration, groundwater is greater than 20 feet below existing site grades, and likely at much lower elevations (>50 feet) near sea level. Summnri'l.c findings of stu<li<--s; prm·i<le reference m stu<li~s. calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability and why it was not feasible to mitigate low infiltration rates. 8 Can infiltration be allowed without violating downstream water rights? ·11,e rcspome to this Screening Question shall be bast<l on a comprehensive c,·aluation nt" rhe factors prcscntt:d in t\ppcndix C.3. Provide basis: ti Down stream 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 the relatively low infiltration rate evaluated onsite, infiltration should not significantly affect down stream water rights, from a geotechnical perspective. Summari%e findings of studies; prm·i<lc reference co srudics, calcularions, maps, data sources, etc. Provide narrative discussion of srudy / data source applicability and why it was nor f<:asible ro miti~rc low infiltration rares. Part 2 Result* If all answers from row 5-8 arc yes chen partial infilwuion design is potcnrially feasible. 'll1e feasibilit)' screening catt:gory is Partial Infiltration. If any answer from row 5-8 is no, chen infilu::uion of any volume is considered to be infeasible within the drainngc area. The feasibility screening category ir. No Infiltration. partial Infiltration ''To be complcrcd using gathered site information and besr professional judgment considering the definition of /\IEP in the i\lS4 Permit. Additional testing and/or studies may be rC(Juircd b)' the City to substantiate findings. l-6 F ebruary 2016 BMP-1 Simple Sizing Method for Biofiltration BMPs I Worksheet B.5-1 1 Remaining DCV after implementing retention BMPs 979.4 cu-ft Partial Retention 2 Infiltration rate from Form 1-9 if partial infiltration is feasible 0.285 in/hr 3 Allowable drawdown time for aggregate storage below the underdrain 36 hours 4 Depth of runoff that can be infiltrated [Line 2 x Line 3] 10.26 inches 5 Aggregate pore space 0.40 in/in 6 Required depth of gravel below the underdrain [Line 4 / Line 5] 25.65 inches 7 Assumed surface area of the biofiltration BMP 904.0 sq -ft 8 Media retained pore storage 0.1 in/in 9 Volume retained BMP [[Line 4 + (Line 12 x Line 8)]/12] x Line 7 908.52 cu -ft 10 DCV that requires biofiltration [Line 1-Line 9] 70.8 cu -ft BMP Parameters 11 Surface Poding [6 inch minimum, 12 inch maximum] 11 inches 12 Media Thickness [18 inches minimum], also add mulch layer thicknes to this line 18 inches for sizing calculations 13 Aggregate Storage above underdrain invert (12 inches typical) -Use 0 inches for 25 inches sizing if the aggregate is not over the entire bottom surface area 14 Media available pore space 0.2 in/in 15 Media filtration rate to be used for sizing (5 in/hr. with no outlet control; if the 5 in/hr filtration is controlled by the outlet, use the outlet controlled rate) Baseline Calculations 16 Allowable Routing Time for sizing 6 hours 17 Depth filtered during storm [Line 15 x Line 16] 30 inches 18 Depth of Detention Storage 24.60 inches [Line 11 + (Line 12 x Line 14) + (Line 13 x Line 5)] 19 Total Depth Treated [Line 17 + Line 18] 54.60 inches Option 1 -Biofilter 1.5 t imes the DCV 20 Required biofiltered volume (1.5 x Line 10] 106 cu-ft 21 Required Footprint [Line 20 / Line 19] x 12 23.4 sq-ft Option 2 -Store 0.75 of remaining DCV in pores and poding 22 Required Storage (surface+ pores) Volume [0.75 x Line 10) 53 cu-ft 23 Required Footprint (Line 22 / Line 18] x 12 26 sq-ft Footprint of the BMP 24 Area draining to the BMP 28288.0 sq-ft 25 Adjusted Runoff Factor for drainage area (Refer to Appendix B.1 and 8.2) 0.70 27 Minimum BMP Footprint (Line 24 x Line 25 x 0.03] 598 sq-ft 28 Footprint of the BMP = Maximum (Minimum(Line 21, Line 23), Line 26) 598 sq-ft ATTACHMENT 2 BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES [This is the cover sheet for Attachment 2.] Indicate which Items are Included behind this cover sheet: Attachment Contents Checklist Seauence Attachment 2a Hydromodification Management ■Included Exhibit (Required) See Hydromodification Management Exhibit Checklist on the back of this Attachment cover sheet. Attachment 2b Management of Critical Coarse ■ Exhibit showing project drainage Sediment Yield Areas (WMAA Exhibit boundaries marked on is required, additional analyses are WMAA Critical Coarse optional) Sediment Yield Area Map (Required) See Section 6.2 of the BMP Design Manual. Optional analyses for Critical Coarse Sediment Yield Area Determination c 6.2.1 Verification of Geomorphic Landscape Units Onsite □ 6.2.2 Downstream Systems Sensitivity to Coarse Sediment u 6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite Attachment 2c Geomorphic Assessment of Receiving ■ Not performed Channels (Optional) C Included See Section 6.3.4 of the BMP Design Manual. Attachment 2d Flow Control Facility Design and ■Included Structural BMP Drawdown Calculations (Required) See Chapter 6 and Appendix G of the BMP Desian Manual 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, ad size/detail) NEW RETAINING WALL --------- PER PLAN -------.._ '--- 18" HIGH CURB ~ 18"X18" OVERFLOW CATCH BASIN 119.5 TC PROPERTY LINE-----... BY BROOKS OR APPROVED [QUAL ~ NEW RETAINING WALL ~ 118• O TG PERMEABLE PA VER \ . . • ' PER PLAN 118.25 TWI,---.., '--' 2.4 2" PONDING DEPTH WALKWAY ; • ½W,,(:' '<1--1.... ~ / / 118.0 FS • • .• ''>-.~ ~ BMP 117.0 re--............_~ c-""\ BOGG[ COURT 117.5 FG / • t . / '. ; • 11/.>-'%">>•/'----' 12• '"'I ::-~ .• v /:W/:W/:~0 £<~1/:W ~"'I----I 18" DffP M[DIA LAY[R 111TH MIN. I'-/ )»:; .\::",y,~ /\-~ /~ />s~ ', •• ~ />s~ /\-~ /~;+--...-, 5 IN/HR FILTRA710N RATE 18" I_~ ~ ///)Y/// '0<,.,___ .-.~~ 25" DEEP CLEAN 3/4" CRUSHED ROCK '; 0 0 -~ • , • AGGREGATE STORAGE LA YER "' O O c 1/ /<(///;", 25" 1----"'-11 ) o Ce------+---+----+-----+-,~~~/~ Y/~ ~~c:Eo;Av::~~:a~~EiJ0071NG ~-1-1---,un ;!~ -~~~~ - 29" DffP QEAN 3/4" CRUSHED ROCK ~ _ -" "1---··o("\~o . ~~~~ AGGREGATE STORAGE LAYER w ~ ..,.. ~Y~"-0Y,>-.'-..' _)~~ ~ 2·:; o O _ \ >%"(1/1/ APPROXIMATE LIN[ ':50 · · · \ \ r--._ "\.';'/'-..., '</'-... '-... ';'/. '-. "-... '(/."-... '-.. '</.°'-'-\'</'.~ OF EXISTING '/':01 ---. '1' "-...Y'-~""-'-/'"""" "-<\"".""-Y>--'""-'""-y<:" '°" •/'-"' GRAD[ / 'i,X/. • • _· • '-/; ;~ /°'-'-/ /,' / / , ,, PERMAVOID DETENTION / /~1---=-..:.._/~ F .. 6" OUTLET PIPE STRUC71JRE '<::;::._y )\~ 4 PERFORATED SUBDRAIN PARTIAL INFILTRATION BIOFILTRATION BMP 1 NORTH PROPER TY LINE EXISTING GLASS TO BE REMOvrD, SALVAGED, AND REUSED NEW RETAINING WALL PER PLAN, 118.25 7W 12" EX/S71NG RETAINING WALL TO REMAIN 121.9 7W 18"X18" ovrRFlOW CATCH BASIN BY BROOKS OR APPROvf:D [QUAL 118.0 TG ~ ~: 12" PONDING K . NOT TO SCALE 18" DffP MEDIA LA YER 111TH DEPTH MIN. 5 IN/HR FILTRATION RA TE [; -EXISTING POOL BMP 117.0 FG ll.O' I TO REMAIN el+----+--+--1---'--1---------1--iK APPROX/MA TE LINE OF EXISTING GRADE PARTIAL INFILTRATION BIOFILTRATION BMP 1 -SOUTH EXISTING RETAINING WALL TO REMAIN 4.64' CLEANOUT PER PLAN EXISTING RETAINING WALL TO REMAIN 4" OUTLET PIPE PERMAVO/O DETENTION STRUCTURE NOT TO SCA1£ NOT TO SCALE I I I I I I ' ! ATTACHMENT 2A -HM EXHIBIT I I ' I i ·i.1 ' I I . I I I I ' I I I I I . ' '1c t " ' ' ,., I ......... I I ' I ' \ ' '-...::, DMAS \ -7 L j I j' ,., ' c-- PERMA VOi DE,ENT1DN STRUC71J E 110.31 S ' .i 583.19 CF I i I I I I I I I I ,J I i PERMEABLE PA vrRS I r PER S0-68 , 1 . 493 SF • ~ " -"" I I -I ~' [PROPOSED SI TE ORA/NAG NETWORK I ✓ • ROPOSED GRMING I I I I I I ) ( f -' ...,.. -·----~ , I I I ,.._I SITE PLAN ' ; / I - I I SCALE: 1"=20' \ ' _r t V f II I I I i I ' I ' I I 1 I J ' I I I I • ' T f i-0 I AG .... , -SCALE: 1" = 20' -~, t 20 40 60 DESCRIPTION OMA BOUNOAR Y BIOFIL mA TION BASIN AREA IMPERv!OUS AREA PERMEABLE PAvf:RS LEGEND SYMBOL K x.X x. x. X I I AA ,X..AX.)I ~ f::L:J'::r:l,,T::z::.C:z:::S. SOIL INFORMATION HYDROLOG/C SOIL GROUP: D GROUNDWATER DEPTH GROUNDWATER DEPTH > 20 FEET EXISTING NATURAL HYDROLOGIC FEATURES NO WATERCOURSES, SEEPS, SPRINGS, OR WETLANDS EXIST ON SITE CRITICAL COARSE SEDIMENT YIELD NO CRIT1CAL COARSE SEDIMENT YIELD AREAS TO BE PROTECTED HM EXHIBIT 4367 HIGHLAND DRIVE CARLSBAD, CA 92008 DA TE: MAY 2020 PASCO LAREY SUITER I& #:,~~©t !#:,f[E~ San Diego I Solana Beach I Orange County Phone 858.259.8212 I www.plsaengineering.com Treatment Train urface Rw1off Natural Infiltration -Bio-Remediation / Evapotranspiration .Vertical Bypass Pipe f -Pennavoid 85 Water Attenuation / Storage Units 'ennavoid Wicking Cones for Passive Irrigation Wicking Gcotextile for Passive Irrigation -Permavoid 150 Water Attenuation/ Storage Units 'ontrolled Discharge Outlet Pipe Notes & Features -Asphalt Pavement :Ompacted Subbase -Emergency Surface Water Storage ieotextile or Geomembrane ,eotextile (Mirafi 11 O0N) .unoIT Scour Prevention \ ·.·,:•:<:--?'."~"~:";.t:<,,,;.,:.,,~:~-:·!s,.;;~ft:!=.f::.-:::~ .. :,.,~, .. ,.J>;.:s.:,::\~Y~E.:?.~¾ 1 0 2 3 4ft. AG!:;:-::ie lffiE BS-PV85-PI-PV150 '111~~c Bioswale Inlet -Passive Irrigation f>OlYOWtf, TA[l~l-1 r001.EJII OR."-V,t,1 CHEC.K'~O XXX OOAWNG P.O. BOX &37. 29 MURDOCK ROAD .., S.M.W, BV lflll,!8ER movTM,t.N, NC 18186 sc..i< Graphical DATE CD-PI-V3-r2 WMW.abh:nlnl.coffl 08/20/15 (70<)- ~ n,e CU5t0ffler iUld 1M ~Q'ef's,•rt:hi&edll, 919"--.con11A.1n1• •!Id olhlr profdlllGrtll't are cc~r-, rHj)Cnlliblt fDr fie &e»Cbetl, ~II~ aPd /'l'l&'.r'lllll!Mnce (If •nr PfO<Mt p,Rtllt,od ft'om A!IT, and EXCEPT AS EXPRESSLY PR~DED IN o\OT"S STANO.-.ROWARRANTIES.A8T l,'IAK[S NO WAARANT'V. EX.PFtEsSOR MPUl:0.A.S TO THE SUITA8b.lTV, DE.SIGH .,_ERCHANTABIUTV, OR rm.lESS OF ntE PROOUCt 10ft CUS'l'OMER".S ,IJIPllC.\TION. COfll" of Atn'ls Ul'ldllfCI W'ltrffliel ar. -.yallil* upon ~~ P,oFfiitt"Y riaflt of ABT. Inc. llfe lncb»o ti h sifomlatlon dlldosed herrin, The reopwr,, by •tXitpifll i,i;. dowmerc, llgl'N5"91 nut. tl'm OOci.mtri IIOI' 1M 11'DtJNUDn tlildoMcl t'laftlfl nor 'af'ff Piil lNftol lhd M ClDpad, re~ Of D!Arrecl ID ochtfs llc)f IM.l'IIJl'lclurlnQ or lDt ldl'folhel pwpau •lie.pl n ~tr Mlthoiri:2:ltd 11'1 wrllrg by A8T, lf"Kl~ 4367 Highland Dr Legend PCCSYA • Project Site I 3048 SWMM SCHEMATICS 5/22/2020 PRE-PROJECT MODEL Oceanside 121 Dl.lA-1 • ' ' : ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' 'POC-1 • SWMM MODEL SCHEMATICS POST-PROJECT MODEL o~"= ISl ,,,,.. __ . " o= ', ~ ', D'-';.-l " sbR::: , 01,a • ,' • c✓ \Cl·." E,\,o_,. e,.',,_. ""/\ ," , .. · "'" \ ' ' ~~ '"\ ..• -·_/, '~~ \ ,:.• ~~ ,,',' FDC· • J: \Active Job s\3028 Anchorage I nvestme nts\ C IVI L \RE PO RTS\SWQM P\S WM M\Resu Its \3028 _ SWM M _ Sch emati cs.xlsx co~ JI Dl!A-! • ' ' ' ' ' ' ' ' ! i 1 i 3028 Crowley 5/22/2020 PRE-PROJECT OMA 1 Total: POST-PROJECT OMA 1 2 3 4 5 Total: Area (ac) 0.96 0.96 Area (ac) 0.65 0.18 0.10 0.02 0.00 0.96 Width {Area/Flow Length) (ft) 169 Width (Area/Flow Length) (ft) 114 39 57 11 2 POC-1 % % Slope Impervious 11.0% 0% % Impervious % Slope 68% 1.5% 62% 1.5% 0% 1.5% 0% 1.5% 42% 1.5% Weighted Conduct iv it %"8" %"C" %"0" y Soils Soils Soils (in/hr), 100% 0% 0% 0.175 Weighted Conductivit % "B" %"C" %"0" y Soils Soils Soils (in/hr): 0% 100% 0% 0.100 0% 100% 0% 0.100 0% 100% 0% 0.100 0% 100% 0% 0.100 0% 100% 0% 0.100 J:\Active Jobs\3028 Anchorage lnvestments\CIVI L \REPORTS\SWQM P\SWM M\Electronic files\3028_ SWM M _I nput.xlsx Weighted Suction Head (in): 3.000 Weighted Suction Head (in): 6.000 6.000 6.000 6.000 6.000 Total: 0.96 Conductivity: Suction Head: Initial Deficit Be 0.2 in/hr Be 3 in Be 0.31 Ce 0.1 in/hr Cc 6 in Cc D.32 De 0.025 in/hr De 9 in De D.33 J:\Active Jobs\3028 Anchorage lnvestments\CIVI L \REPORTS\SWQM P\SWM M\Electron ic files\3028_SWM M_lnput.xlsx 4367 Highland Dr J-3240 5/22/2020 BMPl SWMM Model Drain Coefficient Calculation PARAMETER ABBREV. Basin 1 Ponding Depth PD 12 in Bioretention Soil Layer s 18 in Gravel Layer G 25 in TOTAL 4.6 ft 55 in Orifice Coefficient Cg 0.6 -- Low Flow Orifice Diameter D 0.53125 in Drain exponent n 0.5 -- Flow Rate (volumetric) Q 0.016 cfs Ponding Depth Surface Area Apo 904 ft2 Bioretention Surface Area Ag, As 904 ft2 Ag. As 0.0208 ac Flow Rate (per unit area) q 0.756 in/hr Effective Ponding Depth PDett 12.00 in Drain Coefficient C 0.1020 -- Cutoff Flow ~utoff I 0.01583 I ds J:\Actlve Jobs\3028 Anchorage lnvestments\CIVIL\REPORTS\SWQMP\SWMM\Electronic files\3028_SWMM_PostProcessing2-STORAGE.xlsm Appendix G: Guidance for Continuous Simulation and Hydromodification Management Sizing Factors --- J 9 17 18 R V E R s D E 16 ---- S A N 0 I E G 0 r M p E R I A L 16 18 HCf.NIHU t 1/ f1fiJ I u,J Figure G.1-2: California Irrigation Management Information System "Reference Evapotranspiration Zones" G-5 February 2016 Appendix G: Guidance for Continuous Simulation and Hydromodification Management Sizing Factors Table G.1-1: Monthly Average Reference Evapotranspiration by ETo Zone (inches/month and inches/day) for use in SWMM Models for Hydromodification Management Studies in San Diego County CIMIS Zones 1, 4, 6, 9, and 16 (See CIMIS ETo Zone Map) Zone I in/month in/moo th ui/month in/month in/month ui/month ui/month in/month ui/month in/month in/month ui/month 0.93 1.4 2.48 3.3 4.03 4.5 4.65 4.03 3.3 2.48 1.2 0.62 4 I 1.86 2.24 3.41 4.5 5.27 5.7 5.89 5.58 4.5 3.41 2.4 1.86 6 1.86 2.24 3.41 4.8 5.58 6.3 6.51 6.2 4.8 3.72 2.4 1.86 9 2.17 2.8 4.03 5.1 5.89 6.6 7.44 6.82 5.7 4.03 2.7 1.86 8.7 Days 31 28 31 30 31 30 31 31 30 31 30 31 Zone inldav in/dav in/dav in/dav in/dav in/dav in/dav in/dav in/dav in/<lav in/dav in/ <la1 0.030 0.050 0.080 0.110 0.130 0.150 0.150 0.130 0.110 0.080 0.040 0.020 4 I 0.060 0.080 0.110 0.150 0.170 0.190 0.190 0.180 0.150 0.110 0.080 0.060 6 I 0.060 0.080 0.110 0.1 60 0.180 0.210 0.210 0.200 0.160 0.120 0.080 0.060 9 I 0.070 0.100 0.130 0.170 0.190 0.220 0.240 0.220 0.190 0.130 0.090 0.060 16 I 0.050 0.090 0.130 0.190 0.250 0.290 0.300 0.270 0.210 0.140 0.080 0.050 G-6 February 2016 [TITLE) ;;Proj ect Title/Notes 3028 Crowley Pre-Project Condition [OPTIONS] ; ; Option Value CFS GREEN AMPT KINWAVE DEPTH 0 FLOW DNITS INFILTRATION FLOW ROUTING LINK OFFSETS MIN SLOPE ALLOW PONDING NO SKIP STEADY STATE -- START DATE START TIME REPORT START DATE --REPORT_START_TIME END DATE END TIME SWEEP_START SWEEP END DRY DAYS REPORT STEP WE:T STEP DRY STEP ROUTING STEP RULE STEP INERTIAL_DAMPING NORMAL_FLOW LIMITED FORCE_MAIN_EQUATION VARIABLE STEP LENGTHENING STEP MIN SURFAREA MAX TRIALS HEAD_TOLERANCE SYS_FLOW_TOL LAT_FLOW_TOL MINIMUM STEP THREADS NO 08/28/1951 05:00:00 08/28/1951 05:00:00 05/23/2008 23:00:00 01/01 12/31 0 01:00:00 00:15:00 04:00:00 0 :01:00 00:00:00 PARTIAL BOTH H-W 0.75 0 12.557 8 0.005 5 5 0.5 1 [EVAPORATION] ;;Data Source Parameters • ·--------------MONTHLY ORY ONLY .03 NO .05 .08 .11 [RAINGAGES) ; ;Name Format Interval SCF POC-1 .13 .15 .15 .13 .11 . OB .04 .02 Source C ' , ' 0 C H ' ' ' C u 0 , C ' C C ' C " C w ,o 0 ' ' H H C C C " / 0 cc 0 ' H 0 ' C H C C ' ' " C H u 0 0 ' " u ' C 0 C " ' u 0 C " 0 / 0 " 0 0 z H ' " w H w H > ' / u H 0 C ' u C " 0 ' 0 ,, 0 0 H " C C 0 w u " 0 0 ,c C ,, 0 0 C / .. . . 0 H 0 " C H ' " C ' " u 0 u 0 0 " ' C 0 > ' ' C w C ' ' " " Q. ' ' 0 0 H / 0 0 u H ,, ' 5 H C 0 H " 0 u N C 0 oc C u u w > ' ,, 0 0 H ' 0 w u ' C C / C ,, 0 ' 0 0 0 C C 0 z z 0 > 0 H w ' C C ' " u C 0 C " " H C u H N > " " " C ' u u w 0 C 0 0 0 C 0 00 w 0 u ' ,,, z u " " ' C H ,, C ' 0 < ' ' u t C ' ' 0 0 0 0 < 0 ' H 0 0 H C ' 0 0 w " w ' z 0 C C 0 " 0 0 H 0 C C C 0 0 0 0 C 0 > 0 0 w H ' M H ' 0 0 / C u C ! 0 • g 0 ' 0 0 " u 0 ' 0 0 0 H C ' o. 0 • ' N C 0 ' 0 0 " " 0 D u ,, ' C C N C C e ' 0 ' 0 " ' • 0 0 N N 0 0 ' < ' ' z z " ,, 0 H H H 0 H " H u H " " C " < ,, ' ' ' w 0 / ' 0 0 ' ' 0 C H 0 " " ' • C ,,, 0 0 0 " " 0 0 ' ' 0 H u 0 u 0 C 0 z ' 0 N ' 0 < ~ u < ~ 0 C ' u C • ' H 0 0 0 H H 0 0 H ' ' u H " ' " 0 0 z " H 0 ~ z H 0 ~ 0 w 0 H 0 ' 0 ' ' 0 u D 0 H u D 0 H H H ' H H " 0 z 0 0 0 H " 0 " 0 0 0 0 D D 0 0 u 0 0 0 D 0 _. , 0 H ' z ' w 0 0 0 u 0 ~ 0 u -E ' E :, ] w z H " u 0 z 0 0 < 0 H 0 0 0 H ' z u < 0 " C z < C ' ,, H z " " H 0 ' H 0 0 0 0 C 0 u " H " < • z 0 0 0 u " 0 C 0 < 0 ' 0 0 " " " u ' ,, < 0 H H 0 " ,, H H H H H "' 0 0 N ,o C 0 ' " H 0 ' 0 C 0 D ' 0 ' ' C, C ' 0 ,, ' ' ' ' ' ' ' ' ' ' D C 6 H ' 0 ' z • ' 0 ' 0 z < 0 w < 0 w < H z 0 0 ,, ,, 0 u u UC 0 H 0 0 0 ' u H z 0 u 0 " z 0 'z H "; , ; H z z z z z z 0 "" " 0 ' 0 " rn O H 0 " 0 ,O '0 '0 'D D D 0 0 0 0 oz 0 ~ " [, , ' 'u 0 ,. .. . ' u 0 0. . 0 0 0 0 0 u < " 0 ro 0 oz 0 " ' 00 ' u o e o< 0 U " 0 D "' Ul 0 0 0 0 < < 0 0 0 " 0 0 0 H 0 ,, 0 0 D D 0 0 0 0 0 0 0 H 0 0 0 0 0 0 0 O 0 0 u a 0 z 0 H 0 ~: . s U] ~, "' ... . ,, : :,: -,- l :, : H C, -n o 0 0 H < z H 0 0 0 0 u 0 0 0 0 u ' > 0 0 0 0 0 ' " 0 0 0 a 0 0 0 0 0 0 0 0 0 u ro ' 0 > 0 0 0 0 0 0 0 0 0 u 0 ' ,, X 0 0 u 0 H H H 0 ' " 0 u " 0 0 > 0 0 0 0 0 u ' > u 0 u 0 oO " 0 0 H 0 0 0 0 00 ' 0 0 0 H 0 n 0 0 o, 0 0 0 0 0 D 0 0 0 0 0 u ' > 0 0 "' °' ' 0 ,, 0 0 H ro 0 0 ,o ro ,o i I I ' I ' SWMM OUTPUT REPORT PRE-PROJECT CONDITION EPA STORM WATER MANAGEMENT M0[)8L -VERSION 5.1 (Build 5.1.0131 3028 Crowley Pre-Project Condition ***************************'*'*''' •••••• , •••••••••••••••• ~OTE: The summary statistics dis?layed in this report are bc1~E'd on results found at every co!flputatioc:al ::ime step, not iu~t on results from each :ceporting time step . ••·••••·••••••••·•••••••••••••••••••••••••••••••••••••••• ................ Anillysis Op·. ions ................ Flow Units Process Models: Ra~r.fall /Runoff RDII Snowrnelt Groundwater Flow Routing Water Q·.1ality infiltration Method Starting Date .. . Emhng Cate .. . Anteceder.t Dry Days Report 'l'irr.e Step We,: Time Step Dry ':'ime Step **'*******••·······~······ Runoff Qu,rnLit.y Cor.tinuity **''**********••••**•*•*** ':'otal PrecipitaLion Evaporation Los~ Infi~tration Loss Surface Runoff Final Storage Continuity Error (%) ************'**********'*' Flow Ro·~tir.g Contir_uity ·····••******************* Jry Wea•:her In.flow Wet Wea:.r.er Inflow Sroundwater Inflow RDII r:1:low Exte:cna: Inflow External Outflow flood~ng :.oss ee·s YES '° '° "° "° co GREEN AMP':' 08/28/1951 05:00:00 05/23/2008 ?3:00:0t 0.0 01:00:00 00:15:CO 04:00:00 Volume acre-feet 5'>.062 0 .147 51. 784 2. 362 0.000 -0.427 Vo.i.ume acre-:eot 0.000 2. 362 0.000 0.000 0.000 2.362 0.000 Depth inches 675.090 1. 840 646. 642 29.490 0.000 V<'lume l o~6 qill 0.000 0. 770 0.000 0.000 0.000 0. 770 0.000 J: \Active J obs\3028 Anchorage 1 nvestme nts\ CIVIL \R EPO RTS\SWQM P\SWM M\Resu Its \3 048 _ P reP ro j ect _ SWM M _ res u Its. docx ' l ' SWMM OUTPUT REPORT F.vaporat.ior. Loss £xfiltration Loss Initial Stored Volume F~nal Stored Volume Continuity Error (t) ···T······················· s·~bccitchmenL Runoff Summary , .. , ...................... . Subcatch:mer.t DMA-1 Total ?rccip rn 675.C9 o.ooc o.ooc 0.000 0.000 O.GOO 'l'nt.al R,,no:, in 0.00 Analysis begun on: Ana~ysis ended on: 'l'otal elapsed time: Thu May 14 18:50:39 2020 Thu May 14 18:51:05 2020 00:00:26 PRE-PROJECT CONDITION C 000 0.000 0.000 0.000 Total Evnp ir, . s' '.'.'otal Inti, in 646.64 :mperv Runoff rn 0.00 Poiv Runoff ,, 29. 49 Total Runoff ic 29. 49 Tota~ .C:unoff 10A6 gil-1 o.n Peak f<uno~f Ru:ioff Coe~f crs C.99 0.04S J:\Active Jobs\3028 Anchorage lnvestments\CIVI L \REPORTS\SWQM P\SWM M\Resu lts\3048_preProject _ SWM M _results.docx [TITLE] ;;P:ro'.<cc-t Title/Notes 3028 Crowley Post-Projec~ Condition (OPTIONS, ; ;Cption Value fLOW UNITS '" INFILTRAT:ON GREEN ~" !''LOW ROlJT:NG KINWA1/E LINK OfFSE'.:'S DEPTH i'<IN SLOPE 0 ALLOW PONP.-NG 00 SKTD S:'EA~Y STf'.TE " S'.:'ART DATE GS/28/195~ START TIME O~:OJ:00 REPORT STAR'i' Dl,TF. 08/28/1951 REPORT STAR'l TIME 05:0J:OO l::N!J DAT!,. os;n;2ooa '"' TIME 23:00:00 SWEEP START Jl/01 -SWEF:P F::,.JD 12/31 lJR'f DAYS ,o R£PORT STEP Cl: 00: co we, STEP 00: 15: 00 QR, STEP 04: 00: 00 RODnNG S1'EP O:Cl:00 RULE ST:':P 00:00:0C INERTIAL DAMP:NG Pi\RTIAL NO?MAL FLOW LIMITED BO'.:'E FORCE MA:K EQDATIO:,./ H-W -VARIAB:.E STEP 0. 75 LENGTHEN:KG STEP o om SURFi\REA U.':,S-1 "" TRIALS 8 EEAC TOLERANC;:: 0. oc, "' FLOW '" 0 "' FLOW TOL 0 MINI~UM STEP 0. 0 THREADS [E1/APORATION] ; ;Jata Soc.rce Pararnete,:s , ,------------------------------ MOK1'1JLY . 03 . 00 08 DRY ON:.Y ,c .n .u . '° ·'° .B [Rl'.lNGAGESJ ;;Na:ne Fermat Interval SU So·.1rce ,,-------------- Ocear.side [ SU3CATCHMENT5] ; ; t,;a:ne Sno·.;?ack DM.>.-1 DMA-3 BMP-1 DMA-4 DMA-5 BMP-3 RMP-4 DMA2 [SUBAREAS] ; ;Subcatchmer.t --------- 1N1'ENSITY ::00 Rain Gage ---------------- Oceanside Ocea~.side Ocea:iside Ocea,-iside Ocea,-iside Oceanside Oceanside Oceanside N-Perv ---------- "!..O TIMESERIES Oceanside Outlet Area % Irr.pc, rv -------------------------------- BMP-1 . 6494]31221 as BMP-3 .1026400367 0 DIVl . 0207529844 C BMP-4 .C2033976J2 0 POC-1 .C04935-i2-J8 " POC-1 .05835629]2 0 20C-l .0113177227 0 STOR2 . J 83654 i231 °' s-:mperv S-Perv Pct Zero .u . 08 . °' . 08 Width %Slope Cc:rbLen ----------------------- U8 1. s 0 Yi : . s 0 E3. 64 0 0 n ' .s 0 ,., ' .0 0 4"/ ,, ·' 0 S.8 ' . s 0 08 ' .s 0 Route To PctRouted lJMA-1 D:,\A-3 B:,\P-1 CMA-4 DMA-5 BM2-3 BMP-S DMA2 [I:-.TFILTRATIC:-.1] ; ; Subcatchment. -------------- DMA-1 DMA-3 BMP-1 DMA-4 DMA-5 BMP-3 BM?-4 OM!,) "LID C:JNTROLS] ; ;Name -------------- B'-1P-l ll:-1P-l 3MP-l 3MP-l 3MP-1 PP-3 PF-3 PF-1 PP-3 Pf-3 PF-3 FP-4 PP-4 PP-4 PP-4 PF-4 PF-4 STOR2-I1'F1L ST:JR2-I1'FIL STOR2-INFIL STOR1-INFIL [LID USAGE] ; ; Subcatchment RptFile cl~P-l 3MP-3 ::JlJTFAL::,S! ; ;Name ;Basir. POC< [ DIV:DER.S] ; ; Nar:.e 0 . ~~2 . 08 0 .Co 0 _Q:) . 08 0. OS 0 .012 .00 0. 05 0.012 . 0 0 0. °' 0.012 . OS 0. 05 . 0~2 .OS 0. Sc _ 012 . 08 0 .05 .012 . 08 0. 05 Sc.c:ior. K5at mo ------------------------------ 6 • ' .n 6 ·' .32 6 • ' . 32 s ., . 32 s ., .32 s • ' 3• ... 6 . 32 6 . 32 Tytce/Layer ParamE'Lers -------------------- " su,u·.>.ci:; 12 ,, SOIL rn 0 ., STCRAGE " 0 . ss DRA:1' .1020 0 .s " SORFACE 0. 0 0.0 PAVEMENT ,. 125 • ' son 2 0. 5 STORAGI': " 0. ·cs DRAIN 0 0. 5 " SURE'ACI': 0 .0 0. 0 PAV;:;MF.NT 3 .125 0. SOIL 2 0. s STORJ>.GF. " 0 E7 ORA TN 0 0. 5 " SURt'ACD O.J 0.0 STORJI.GE 2 .999 DRAIN .1163 0.5 LIJ l'rocess DrainT:::, N".1nber Area Frorr.Perv IlMP-1 ,o, mo PP-.l 2542 ,00 PF-4 ' ~93 mo Eleva::ior. Type Stage Data 0 FREE F.levaticn C~verted Link Type 0. " OlJTLCT 0 ., " ooT::,ET 0 ., 2~ ocT::,ET 0 • ' '8 ocT;:,ET 0. 25 OUTLET • ' '8 CUTLET • ' '8 O:J'rLl,T • ' '8 0:Jl'LJ:;T 0 0 0 0. C 0. 0 ·" 0 n C 0 0 0 . 016 '·' s 0 :co C 0 0 0 ' 0. ' C .s 10.0 3.5 0. c• .. 0 6 C C 0 .Cl6 LS 5 0 ,co C 0 0 0 ., 0. ' C. s 10_0 3.S ,, . 50 0 6 C C 0 0. ' 0 s 0 0 0 C C Width I:10 tSal Fromlmp ToPerv 0 0 mo C 0 0 ,co C 0 0 mo 0 Ga-Ced Rou::e To Paracoeters --- (STCR.AGP,; ; ;Nane i,·evap STORl 0 STOR2 0 Psi Elev. Ksat 0 0 BYPSS MaxDep'.:h mo .2' 7.3875 CUTOFF InitiJepth Shape 'I'ABCLA,l. TA3ULAR .0158) 0 Curve ~ame/Pacams STORJ STOR2 0 0 0/A 0 [CONDOTTSJ ; ; Name InitFlcw Frorr. Node MaxFlow To !\ode Length Roughr.ess JnO(fset OutOftset O?Fl 0 BYPSSl 0 [O:JTLETSJ ;;~ame Qexpon OTL':'l 00 OTL':'2 00 [XSECTICl;SJ ; ;Lnk Culver'.: Gated DIV 1 POC-1 DIVl STCRl From Node So Node S1'0Rl POC-1 STOR2 DIVl Sh~.pe Gecml ,oc ,00 Offset 0 0 Georn2 O. 01 0 0. 01 0 Type TABULAR/DEr-TH TABULAR/DE~TH GeornJ Geo:n4 0 0 QTab~e/Qcoeff OUTLE::' OU'l'LE":'-2 Rarrels ORF~ DUMMY O J O C 1 BY~SSl DUMMY O J O ( (CURVES] ; ;Name Type X-Valr1e Y-Value ;TWO 18"x18" BROOKS BOXES OJTLE'l' RatLng C 0 O:JTLET . ' ' .cc OUTLET ., / OUTLET . 05 ' • ' OUTLF,T-2 Rati:ig 0. ' 0. 0018247';2 OUTLET-;> 0. 5 0 .004083269 OUTLET-2 ' 0 .005770311 OUTLET-2 L ' 0 .oc·106'?33 OUTLET-2 ' 0 . JCe16J5'.;8 OU7LET-2 ' 0 0. JC91237S8 ◊ll'.:"LET-2 3 0 ocq9945·,6 00'.:'LET-2 3. 0 o. 0107953",6 OOTLF.'r-2 3 . 6: 0. 0109637[,6 OOTLET-2 3. 62 0 .01097882 OJTLET-2 3 . 3< 0.01145386 O:JTLET-2 o. 35 0 .011468386 COTLET-2 0 .01154070 COT::.ET-2 ' .25 0. C11895925 C!iT::.ET-2 3 0 .Cl224C806 OCT::.E'i'-2 ' ,s 0 .Cl2576233 OCTLS'.:'-2 3 0 .G12902943 OOTLB':'-?. 5 .05 0 .013221582 OUTLET-2 3. ' ,o. 01353?7:'l OUTLET-2 5 . 05 0. 01383686~ OOTLET-2 6 0 014134~66 0 0 Olll'LET-2 OllTL!::T-2 OOTLET-2 :JllTLET-2 OllTLET-2 OUTLET-) OllTLET-2 OllTLET-2 O(JTLE::'-2 OCTLS'.:'-2 ;RMP #J AclO\JF. GRATF. S':'08.1 Storage s:·mn STORl 6. 25 6.4025 o. 41 6.5 6. 75 . 0575 7. 06 7. 25 7.3875 ;Fipe ST:JR2 STOR2 STOR2 STOR2 STOR2 STOR2 STOR2 STOf'-2 STOR2 STOR2 STOP.2 STOR2 STOR2 STOR2 STOP.2 STOP.2 STOR2 STOP.? STOR2 ST8R2 STOP.2 STORL STOR2 STOR2 STOR2 STOR2 STOP.2 STOR2 STOR2 STOR2 STOR2 Sec-::icr.al Area at Dep':h [TIMESSRISS] ; ;liame Storage O. Date 0.5 3 1.:, 2 2. 5 3 .3.5 ,. H • " s, 3 .95 ' ' . 2.) ' .s ' . 7 5 s s . 25 s .s s . 75 6 6 .h e. ~025 e. " 6 .s 6 .75 ·, 3 .0575 .06 , . 25 3 . 3 8 7 5 Time 0.014425929 J.0146C0864 0.0146C9H4 0.014711618 0 014991865 0 C15266968 O.Cl532950 0.047424465 0.201482197 0.258278127 90. 90. 90. 107. ss 303 . cs 303 . cs l 0·1 . 65 303 .es 107 .65 l 07 65 1 o·,1 .65 107 .cs 107 .es 107.E5 53.825 53.825 53.825 53.825 53.825 53. 8:' 5 53. 8:'5 53.825 53.825 53.825 53.825 SJ .825 26. 9215 n. 9215 n. 9215 26. 9215 20. 9215 co . 9215 "· 9215 26. 9)15 Value Oceanside FI:'..E "..I: \Active Jobs\3048 NEXTMED l'ARJ-'.ING\CIV-l, \REPORTS \SWQMP\SWM[-(\Rainf2.] l \occ,an~ ide. da t" [REPOO\T] ; ;Reporting Op~ions S:JBCATCHMEN-:'S ALL NODES AL:'.. J,TNKS i'-.LL [TAGS, :MA?] OIMF.NSIONS 0.0J0 0.J00 lC000.000 10000.00C Units None [COORDlNATES] ; ; Node POC-1 X-Coord 1000.000 Y-Coord )500.000 - DIVl STORl STOU [VERTICSS) ; ; Lir.k '.-------------- [Polygons] ;;Sul:ca::chment DMA-1 DMA-J Bl-!P-1 Dl-!A-4 Cl-!A-5 3MP-3 B~P-4 J~Jl.2 (SYMBOLS] -77:.429 -1582.857 :54.286 x-coord X-Coord -1948.571 ?.165.714 -~320.00C 3742.857 5217.143 17)0.000 2S40.000 531.429 ; ;Gage X-Coord Oceanside 1855.610 4960.00C 3942.857 6102.8~"/ Y-Coord Y-Coord 7565./14 6857.1~3 6171. 429 6e00 coo 628~. 114 4902.857 4845. 714 7Jl!J. 2S6 Y-Coord 9561.856 l I ' i SWMM OUTPUT REPORT POST-PROJECT CONDITION EPA STORM WATER MANAGEMENT MODEL -VERSION 5.1 {Build 5.1.013) 102B Crowley Pos'.:-ProJect Condition WARNING 0~: minimum elevation drop used :o,c Cond:.,it ORFl WARNT~G 04: minimum f'l<>vat.ion drop used Coe Conr:l·:ir BYPSSl ···•·*·'-•'**•-··············-··························· ~O~E: The su:runary statistics displayed in this report are based on results found at every computational time step, not juc>t or, results from each reporting tine step *****************'******''**''**'*'***'*'**************** •*************** Analysis Options * •• * * * *. * * ** * *• * Flow Units Process Models. Rainfall/Runoff fUJll .. Snowmelt Groundwa<cer F~ow Rou::ing Ponding Allowed Water Oufili'.:y Infiltrat~on Method Flnw Rnur.~ng Method s, firt.i.ng Dfite Ending Date Antecedent Dry Days Report Tirr.e S::ep Wet Time Step 0ry Time Step Routi~.g Time Step ····*········••++••······· Runoff Quantity Continuity ******************* Init~al :10 Storage To'ca~ Precipitation ~vaporation Loss Infi~t~atior. Loss Surface Runnft LID Du,i:iage Finct: Stori!g" Cont~r.uity Error (%1 ........................ ,, Flow Routing Continuity •••••••••••••••••••••••••• CFS ,es " '° '° YES " "' GREEN AMPT KINWAVE 08/28/l'lSl O'icOO:CO 05/23/2008 23:00:00 c.o 01:00:00 00:15:00 04:00:00 60.00 sec Volume acre-feet 0.004 59.149 6.195 ~3.972 7.040 2.439 0.008 -0.8fl Volume i!crc,-fcet Depth inches 0.049 675.090 70.705 501. 867 80.35] 27.835 0 094 Volume 10~6 gill J:\Active Jobs\3028 Anchorage lnvestments\CIV!L \REPORTS\SWQM P\SWM M\Results\3028 PostProject SWMM_results.docx i I I J i SWMM OUTPUT REPORT Dry Weather Inflow Wet Weather Inflow Groundwater Inflow RDII Inflow External Inflow .. External Outflow Flooding Loss Evaporation Loss F:xC .i. l r ration Loss Initia, Stored Volume Final Stored Volume Continuity P.rrur (1) ··················•············· Highest Flow :nsti1b~lity Indexes ***************••··············· All :inks are stable . ......................... Ro'-lting Time Step Suro.nary ************************* Minir..um Time Step Average Time Step Maximum Time Step Percen~ in Steady State ~VPlM.JP TrP•Ftt•ons pf'r St.f'p Percent Not Converging '*•*********************'** o.coo 9. 479 0.000 0.000 0.000 9.505 0.000 0.000 0.000 0.000 0.000 -0.271 60.00 sec 60.00 sec 60.00 sec 0. 00 : . 00 0. 00 Jl.nalys's begun on: Analys~s ended on: Total olapsoc l ;me: Fri May 22 14:35:39 2020 Fri Mily 22 1-1:36:21 2020 0'.l:00:42 POST-PROJECT CONDITION 0.000 3. 089 a.coo a.coo 0.000 3.097 0.000 0 000 0 coo 0. 000 0.000 J:\Active Jobs\3028 Anchorage lnvestments\C!VI L \REPORTS\SWQM P\SWM M\Results\3028 PostProject SWMM_results.docx ·• ·• 3028 -Crowley 05/15/2020 BYPSS1 STOR' si-oR1 OTLT2 ', C·IV' ORF1 POST ·DEVELOPED CONDITION 121 C-MA-1 1111 C-IIA--4 1111 ' CWP-1 1111 ' ' I Property Name X-Coordinate Y-Coordinate Description Tag Rain Format Time Interval Outfall POC-1 II I, Var ue '" J ... l~-:0..;.;-:...;;rty'----rl_; 0 _alc_u~_ 1 ___ ....JI !Oceanside , L-............ ,.. ............................... ..1 X-Coordinate 1000.000 1855.670 9561.856 INTENSITY 1:00 Y-Coordinate Description Tag 2500.000 Basin 1 .......... ,,.,, ................ , Snow Catch Factoi 1.0 Inflows Treatment Invert El. Tide Gate Route To Type jNO . ...................................................... · Data Source llME SERIES: -Series Name DATAFILE: -File Name -Station ID -Rain Units TlMESERIES Oceanside IN Fixed Outfall Fixed Stage Tidal Outfall Curve Name Time Series Outfall Series Name FREE 0 Subcatchment DMA2 a Subcatchment DMA·3 a I Property Value I I P,operty Value I Property Value I Name DMA-1 Name DMA2 Name DMA-3 X-Coordinate -1811.429 X-Coordinate 531.429 X-Coordinate 2165.714 Y-Coordinate 7657.143 Y-Coordinate 7314.286 Y-Coordinate 6357.143 ~ , .. , ,,,,,,,,,,,,,, ...................... :] Description Description Dficription Tag Tag Tag Rain Gage Oceilnside Rain Gage Oceilnside Rain Gage Oceanside Outlet BMP-1 Outlet STOR2 Outlet BMP-3 Area ,64940312.21 Area .1836547291 Area ,1026400367 Width 114 Width 39 Width 57 % Slope 1.5 % Slope 1.5 % Slope 1.5 % lmperv 68 % lmperv 62 % lmperv D N-lmperv 0.012 N-lmper, .012 N-lmperv 0.012 N-Perv ,08 N-Perv ,08 N-Perv .OB Dstore-lmperv 0.05 Dstore-lmperv 0.05 Dstore-lmperv 0.05 Dstore-Perv 0,1 Dstore-Per, ,1 Dstore-Perv 0,1 %Zero-lmperv 25 '%Zero-lmperv 25 %Zero-lmperv 25 Subarea Routing OUTLET Subarea Routing OUTLET Subarea Routing OUTLET Percent Routed 100 Percent Routed 100 Percent Routed 100 Infiltration Data GREE.N_AMPT Infiltration Data GREEN_AMPT Infiltration Data GREEN_AMPT Groundwilter NO Groundwater NO Groundwater NO Snow Pilck Snow Pack Snow Pack LID Controls D LID Controls 0 LID Controls 0 Li!nd Uses 0 Land Uses 0 Land Uses 0 lnrtial Buildup NONE Initial Buildup NONE lnifol Buildup NONE Curb Length 0 Curb Length 0 Curb Length 0 N-Perv Pattern N-Perv Pattern N-Perv Pattern Dstore Pattern □store Pattern Dstore Pi!ttern lnfil. Pattern lnfit. Pattern lnfil. Pattern .. ,.,,,.~ ~-'' •• ,~ ..-.,. -._ . .,, -----··"""" --- Subcatchm1c:nt DMA-4 a Subcatchment DMA-5 a I Property Value I I Property Value I Name DMA-4 Name DMA-5 X-Coordlnate 3742.B57 X-Coordinate 5217.143 Y-Coordinate 6800.000 Y-Coordinate 6285.714 ·······3········ ····3········ Description ... Description . .. Tag Tag Rain Gage Oceanside Rain Gage Oceanside -· Outlet BMP-4 Outlet POC-1 Area .0203397612 Area .0049357208 Width 11 Width 2.1 % Slope 1.5 % Slope 1.5 % lmperv D % Imper,, 41 N-lmperv 0.012 N-lmper, 0.012 N-Perv .08 N-Perv .OB Dstore-lmperv 0.05 Dstore-lmperv 0.05 Dst:ore-Perv 0.1 Dstore-Perv 0.1 '¾.Zero-lmperv 25 %.Zero-lmperv 25 Subarea Routing OUTLET Subarea Routing OUTLET Percent Routed 100 Percent Routed 100 Infiltration Data GREEN_AMPT Infiltration Data GREEN AMPT Groundwater NO Groundwater NO Snow Pack Snow Pack LID Controls 0 LID Controls 0 Land Uses 0 Land Uses D Initial Buildup NONE Initial Buildup NONE Curb Length 0 Curb Length 0 -N-Perv Pattern N-Perv Pattern -Dstore Pattern Dstone Pattern lnfil. Pattern lnfiL Pattern -,~,_ .... Effective Void Ratio Calculation Northern BMP 1 Section: Gravel Volume (cf) Permavoid Volume (cf) 756.39 3625.51 Southern BMP 1 Section: Gravel Volume (cf) Permavoid Volume (cf) 1605.92 742.14 BMP 1 Effective Void Ratio: 0.851716087 PERMAVOID Void Ratio; Typical Gravel Stoa rage Void Ratio" 0.95 0.67 PERMAVOID ORIFICE OUTFLOW CALCS: Sectional Orlflce Overflow Orifice Overflow Outlet Total Head (ft) Area (sf)@ C~ff Orifice Dia (in) Orifice Area (sf) Dia (in) area (sf) Outflow (ds) 0.1 107.65 0.6 0.46875 0.001198421 NA NA 0.001824752 0.5 107.65 0.6 0.46875 0.001198421 NA NA 0.004080269 107.65 0.6 0.46875 0.001198421 NA NA 0.005770371 1.5 107.65 0.6 0.46875 0.001198421 NA NA 0.007067233 2 107.65 0.6 0.46875 0.001198421 NA NA 0.008160538 2.5 107.65 0.6 0.46875 0.00119842l NA NA 0.009123758 3 107.65 0.6 0.46875 0.001198421 NA NA 0.009994576 3.5 107.65 0.6 0.46875 0.001198421 NA NA 0.010795376 3.61 107.65 0.6 0.46875 0.001198421 NA NA 0.010963706 3.62 107.65 0.6 0.46875 0.001198421 NA NA 0.01097888 3.94 107.65 0.6 0.46875 0.001198421 NA NA 0.01145386 3.95 53.825 0.6 0.46875 0.001198421 NA NA 0.011468386 4 53.825 0.6 0.46875 0.001198421 NA NA 0.011540743 4.25 53.825 0.6 0.46875 0.001198421 NA NA 0.011895925 4.5 53.825 0.6 0.46875 0.001198421 NA NA 0.012240806 4.75 53.825 0.6 0.46875 0.001198421 NA NA 0.012576233 5 53.825 0.6 0.46875 0.001198421 NA NA 0.012902943 5.25 53.825 0.6 0.46875 0.001198421 NA NA 0,013221582 5.5 53.825 0.6 0.46875 0.001198421 NA NA 0.013532721 5.75 53.825 0.6 0.46875 0.001198421 NA NA 0.013836865 6 53.815 0.6 0.46875 0.001198421 NA NA 0.014134466 6.25 53.825 0.6 0.46875 0.001198421 NA NA 0.014425929 6.4025 53.825 0.6 0.46875 0.001198421 NA NA 0.014600864 6.41 26.9215 0.6 0.46875 0.001198421 NA NA 0.014609414 6.5 26.9215 0.6 0.46875 0.001198421 NA NA 0.014711618 6.75 26.9215 0.6 0.46875 0.001198421 NA NA 0.014991865 7 26.9215 0.6 0.46875 0.001198421 NA NA 0.015266968 7.0575 26.9215 0.6 0.46875 0.001198421 NA NA 0.015329543 7.06 26.9215 0.6 0.46875 0.001198421 4 0.087266389 0.047424465 7.25 26.9215 0.6 0.46875 0.001198421 4 0.087266389 0.201482197 7.3875 26.9215 0.6 0.46875 0.001198421 4 0.087266389 0.258278127 BMP UNITS LID Control Editor X Control Name: 1ma1 Surface Soil Storage Drain LID Type: I Bio-Retention Cell vi Berm Height 112 (in. or mm) Vegetation Volume lo Fraction Surface Roughness. lo (Mannings nJ Soil Surface Slope lo Storage --,,. (percent) D Drain• kOptional [ OK Cancel Help LID Control Editor X Control Name: IBMP-1 Surface Seil Storage Drain LID Type: I Bio-Retention Cell vi Thicknes.s 1ml (in. or mm) Porosity 10.4 (volume fraction) \ Field Cap~city 10.2 (volume fraction) Soil Wilting Point 10.1 -=-J (volume fraction) Storage Drain• Conductivity 15 (in/hr or mm/hr) V Conductivity [s Slope "Optional Suction Head I, .s (in. ormm) r OK Cancel [ Help LID Control Editor X Control Name: IBMP-1 Surface Soil Storage Drain LID Type: I Bio-Retention Cell "' Thickness ,~ (in. or mm) Void Ratio [o.ss (Voids / Solids) \ Seepage Rate /.s7 (in/hr or mm/hr) Storage Clogging Factor /o D Drain• woptional OK 7 I Cancel r Hetp l LID Control Editor X Control Name: IBMP-1 Surface Soil Storage Drain LID Type: j Bio-Retention Cell vi Flow Coefficient .. /B Flow Exponent /o.s Offset (in or mm) /2-g )\ Soil Open Level (in or mm) /o I Storage Closed Level (in or mm) /o I D Drain• Control Curve v/ Drain Advisor *Optional "Flow is in in/hr or mm/hr; useO if there is no drain. [ OK 7 r Cancel· Help LID Control Editor X Control Name. I• Soil Storage Drain SurfacE Pavement LID Type: I Permeable Pavement vi Berm Height 10.0 (in. or mm) Surface Vegetation Volume jo.o Fraction -Surface Roughness 10.016 Soif" (Mannings n) Storage (J Drain .. Surface Slope 17.4 J (percent) "" *Optional OK C:ancel Help- LID Control Editor X Control Name: IPP-3 Soil Storage Drain Surface Pavement LID Type: I Permeable Pavement vi Thickness I• (in. or mm) Vord Ratio 1.1 Surface (Voids / Solids) lmpErvious Surface lo Fraction Permeability I ,oo Storage ) Drain* (in/hr or mm/hr) Clogging Factor lo Regeneration lo •optional Interval (days) Regeneration lo [ l Fraction OK Cancel Help LID Control Editor X Control Name: I PP-3 ~----------' Surface Pavement Soil Storage Drain LID Type: j Permeable Pavement Thickness I! (in. or mm) Surface Porosity 10.s (volume fraction) Field Capacity 10.2 (volume fraction) Storage ) Drain* Wi lting Point 10.1 (volume fraction) Conductivity lo.s (in/hr or mm/hr) --Optional Conductivity 1,0.0 Slope OK J [ Cancel Help Suction Head ,3.5 (in. or mm) LID Control Editor X Control Name: I._P_P_-_3 ________ __, Surface Pavement Soil Storage Drain LID Type: I Permeable Pavement Thickness 1m (in. or mm) Void Ratio 10,75 (Voids / Solids) Seepage Rate 10,57 [In/hr or mm/hr) Clogging Factor 10 "Optional ] r Cancel Help LID Control Editor Control Name: '-I P_P_-_3 ________ _, LID Type: I Permeable Pavement Surface Storage ) Drain" %Optional [ OK J Cancel [ Help LID Control Editor Control Name: ! .... P_P_-4 ________ ___, LID Type: I Permeable Pavement Soil* Storage 1 Drain* .......,,, 'Optional OK Cancel [ Help-] Surface Soi[ Storage Pavement Drafn Flow Coefficient" Ftow Exponent Offset (in or mm) jo.5 Open Level (in or mm) .._lo ___ __,! Closed Level (in or mm) ._lo ___ ___.l Control Curve vi Drain Advisor "Flow is in in/hr or mm/hr; use O if there is no drain. Soil Surface Berm He.ight (in. or mm) Storage Vegetation Volume Fraction Surface Roughness (Manning; n) Surface Slope (percent) Drain Pavement jo.o 10.0 jo.015 11.5 X X LID Control Editor X Control Name: jPP-4 Soil Storage Drain Surface Pavement LID Type: I Permeable Pavement vi Thiclcness I• (In. or mm) Void Ratio jo.1 Surface (Voids / Solids) lmpervrous Surface lo Fraction Permeability I ,oo ) Drain" (in/hr or mm/hr) Clogging Factor lo Regeneration jo woptional Interval (days) Regeneration lo I [ Fraction OK Cancel Help LID Control Editor X Control Name: jPP-4 Surface Pavement Soil Storage Drain LID Type: I Permeable Pavement vi Thickness 11 (In. or mm) Porosity jo.s Surface (volume fraction) Field Capacity jo.2 (volume fraction) Storage l Drain"' Wilting Point 10.1 {volume fraction) Conductivity '-/ 10.s (in/hr or mm/hr) Conductivity 1,0.0 •optional Slope Suction Head 11s [ OK J Cancel Help (in. or mm) LID Control Editor X Control Name: jPP-4 Surface Pavement Soil Storage Drain LID Type: J Permeable Pavement vi Thickness itm (in, or mm) Void Ratio ,0.67 (Voids / Solids) Seepage Rate 10.57 Soil¼-(in/hr or mm/hr) -1 Drain* Clogging Factor Jo Storage v ~optional r OK J Cancel Help LID Control Editor X Control Name: jPP-4 Surface Pavement Soil Storage Drain LID Type: I Permeable Pavement vi J~ Flow Coefficient• Flow Exponent jo.5 Surface Offset (in or mm) !6 -- Soil* lo I =• Drain" Open Level (in or mm) Closed Level (in or mm) Jo I Control Curve " ' *Optional Drain Advisor J L Help •flow is in in/hr or mm/hr; use 0 if OK Cancel there is no drain. BASIN STORAGE CURVE & OUTLET RATING CURVE Storage Curve Editor X Storage Curve Editor X Curve Name Curve Name lmmn !sroR2 Description Description ,,~ IBMP #1 ABOVE GRATE l~l IPermavoid ~ectional Area at Depth AJea View ... Area "' r View.7 (ft2) (ft2) 904 1 107.65 r load ... load ... .2 904 2 0.5 107.65 3 .25 904 3 1 107.65 l Save.7 Save ... 4 4 1.5 107.65 5 5 2 107.65 6 L oK_j 6 2.5 107.65 J 7 7 3 107.65 OK 8 Cane~ 8 3.5 107.65 9 9 3.61 107.65 Cancel 10 r ~] 10 3.62 107.65 [ 11 V l 11 3.94 107.65 V Help Storage Curve Editor X Storage Curve Editor X Curve Name Curve Name jrnR2 jsroR2 Description ,~ Description I Perm avoid ~ectional Area at Depth I Permavoid ~ectional Area at Depth ,~ Depth Area I\ View ... J Depth Area ,. View ... J (ft) (ft2) (ft) (ft2) 12 3.95 53.825 Load ... J 22 6.25 53.825 Load ... 13 4 53.825 23 6.4025 53.825 14 4.25 53.825 24 6.41 26.9215 Save ... Save ... 15 4.5 53.825 25 6.5 26.9215 16 4.75 53.8:25 26 6.75 26.9215 17 5 53.825 27 7 26.9215 J 18 5.25 53.825 OK 28 7.0575 26.9215 OK 19 5.5 53.825 29 7.06 26.9215 __9nc:!.J 20 S.75 53.825 Cancel 30 7.25 26.9215 21 6 53.825 l 31 7.3875 26.9215 Help_j 22 53.825 Help V Rating Curve Editor X Rat•l"'g (: e Ed;to , , Curve Name Curve Name !ouTLET-2 ltil!ii!ii Description Description 4:1 Imo 18"x18" BROOKS BOXES l~l Outflow "" (CFS) View ... J Outflow (CFS) "' View ... 1 0 1 0.001824752 Load ... J Load ... 2 .1 1.06 2 0.5 0.004080269 3 .2 3 3 1 0.005770371 /5ave:::__J Save ... 4 .25 4.2 4 1.5 0.007067233 5 5 2 0.008160538 6 6 2.5 0.009123758 L aCJ 7 3 0.009994576 OK 7 8 8 3.5 0.010795376 9 Cancel 9 3.61 0.010963706 Cancel 10 10 3.62 0.01097888 1 11 Help _J 11 3.94 0.01145386 .., Help .., Rating Curve Editor X Rating Curve Editor X Curve Name Curve Name lt•m11,• 11,m,..,,~ Description Description ,4)J ~ ---Head Outflow ,., View ... Head Outflow ,., View ... 1 (ft) (CFS) (ft) (CFS) 12 3.95 0.0,1468386 22 6.25 0.014425929 Load ... ] Load ... 13 4 0.011540743 23 6.4025 0.014600864 14 4.25 O.o11&95925 ] 24 6.41 0.014609414 Save ... Save ... 15 4.5 0.0,2240806 25 6.5 0.014711 618 16 4.75 0. 01257623 3 26 6.75 0.014991865 17 5 0.012902943 [ 27 7 0.015266968 J 18 5.25 0.013221582 OK 28 7.0575 0.015329543 OK 19 5.5 0.013532721 29 7.06 0.047424465 20 5.75 0-013836865 Cancel 30 7.25 0.201482197 ~an c el 21 6 0.014134466 l 31 7.3875 0.258278127 ~ 22 0.014425929 Y Help .., L C.1 1 lf ['I j Property Name X-Coordinate Y-Coordinate Description Tag [value ]DIV1 : ................................................... ; -771.429 4960.000 Inflows NO Treatment NO Invert El. 0 Max. Depth 0 Initial Depth 0 Surcharge Depth ,0 Ponded Area 0 Diverted Link BYPSS1 Type CUTOFF Cutoff Divider Cutoff Ffow .01S83 Tabular Divider Curve Name ~ Weir Divider Min. Flow 0 Max. Depth 0 Coefficient 0 4367 Highland Dr J-3240 5/22/2020 low-flow Threshold: 10% 0.1xQ2 (Pre): 0.036 d; Q10 (Pre): 0.646 d; Ordinate#: 100 Incremental Q (Pre): 0.00610 ds Tot.ii Hourly Data: 497370 hours The proposed BMP:I PASSED Pre-project Flow Pre-project Pre-project% Post-Post-project PRE-POST- Interval project %Time Percentage Pass/Fail PROJECT PROJECT (ml Hours Time Exceeding Hours Exceeding WORK WORK 0 0.036 164 3.30E-04 85 1.71E-04 52% Pass 0.00 0.00 1 0.042 163 3.28E-04 80 l.61E-04 49% Pass 0.13 0.06 2 0.048 160 3.22E-04 " l.53E-04 48% Pass 0.35 0.16 3 0.054 148 2.98E-04 69 l.39E-04 4'% Pass 0.58 0.27 4 0.060 1" 2.96E-04 63 1.27E-04 43% Pass 0.87 0.37 5 0.066 143 2.88E-04 60 1.21E-04 42% Pass 1.17 0.49 6 0.072 136 2.73E-04 57 l.15E-04 42% Pass 1.44 0.60 7 0.079 135 2.711:-04 54 l.09E--04 40% Pass 1.78 0.71 8 0.085 135 2.71E-04 50 1.0lE--04 37% Pass 2.14 0.79 9 0.091 133 2.67E-04 47 9.45E-05 35% Pass 2.49 0.88 10 0.097 128 2.57E-04 44 8.85E-05 34% Pass 2.77 0.95 11 0.103 125 2.51E--04 44 8.85E-05 35% Pass 3.08 1.09 12 0.109 122 2.45E-04 41 8.24E-05 34% Pass 3.39 1.14 13 0.115 119 2.39E-04 40 8.04E-05 34% Pass 3.69 1.24 14 0.121 109 2.19E-04 37 7.44E-05 34% Pass 3.73 1.27 15 0.127 107 2.15E-04 35 7.04E-OS 33% Pass 4.02 1.32 16 0.133 104 2,09E-04 35 7.04E-05 34% Pass 4.26 1.43 17 0.140 101 2.03E-04 32 6.43E-05 32% P.JSS 4.49 1.42 18 0.146 99 1.99E-04 28 5.63E-OS 28% Pass 4.75 1.34 19 0.152 97 l.95E-04 27 5.43E-05 28% Pass 5.00 1.39 20 0.158 95 l,91E-04 26 5.23E-OS 27% P<lSS 5.24 1.43 21 0.164 90 1.81E-04 24 4.83E-05 27% Pass 5.29 1.41 22 0.170 88 1.77E-04 24 4.83E-05 27% Pass 5.50 1.50 23 0.176 85 1.71E-04 23 4.62E-05 27% Pass 5.63 1.52 24 0.182 84 l.69E-04 22 4.42E-05 26% Pass 5.88 1.54 25 0.188 82 l.65E-04 21 4.22E-05 26% Pass 6.05 1.55 26 0.195 80 l.61E-04 21 4.22E-05 26% Pass 6.21 1.63 27 0.201 77 1.SSE-04 19 3.82E-05 25% Pass 6.28 1.55 28 0.207 ,s l.SlE-04 19 3.82E-05 25% Pass 6.41 1.62 29 0.213 68 1.37E-04 19 3,82E-05 28% Pass 6.08 1.70 30 0.219 59 1.19£-04 19 3.82E-05 32% Pass 5.51 1.77 31 0.225 56 1.13E--04 19 3.82E-05 3<% Pass 5.45 1.85 32 0.231 56 1.13E-04 18 3.62E-05 32% Pass 5.68 1.82 33 0.237 56 1.13E-04 18 3.62E--05 32% Pass 5.90 1.90 34 0.243 53 1.07E-04 17 3.42E--05 32% Pass 5.80 1.86 35 0.249 53 1.07E-04 1' 3.42E-05 32% Pass 6.02 1.93 36 0.256 51 1.03E-04 16 3.22E-05 31% Pass 6.00 1.88 37 0.262 51 l.03E-04 16 3.22E-05 31% Pass 6.21 1.95 38 0,268 51 l.03E-04 16 3.22E-05 31% Pass 6.43 2.02 39 0.274 51 l,03E-04 16 3.22E-05 31% Pass 6.64 2.08 40 0.280 50 1.0lE-04 15 3.02E-05 30% Pass 6.72 2.02 41 0.286 48 9.6SE-OS 15 3.02E-OS 31% Pass 6.65 2.08 42 0.292 47 9.4SE-OS 15 3.02E-05 32% Pass 6.71 2.14 43 0.298 43 8.6SE-OS 15 3.02E-05 35% Pass 6.32 2.21 44 0.304 41 8.24E-05 15 3.02E-05 37% Pass 6.21 2.27 45 0.311 40 8.04E-05 15 3.02E--05 38% Pass 6.23 2.33 46 0.317 37 7.44E-05 15 3.02E--05 41% Pass 5.92 2.40 47 0.323 37 7.44E-05 15 3.02E-05 41% Pass 6.08 2.46 48 0.329 35 7.04E-05 14 2.81E-05 40% Pass 5.90 2.36 49 0.335 34 6.84E-05 11 2.21E-05 32% Pass 5.88 1.90 50 0.341 34 6.84E-05 11 2.21E-05 32% Pass 6.03 1.95 J \Act,ae J o b, \3 028 Anc h o rag• I "'" st me '" \Cl VI l \a C PDSTS\SWQ,., P\SW M M\Elect ron ,c fl le, \3 0 2 8 jNM M _Po, lP,oco,<1 ng2 • STO RA GE .,I 5 m • ·• 4367 Highland Dr J-3240 5/22/2020 Interval Pre-project Flow (cts) 51 0.347 52 0.353 53 0.359 5' 0.365 55 0.372 56 0.378 s, 0.384 58 0.390 59 0.395 60 0.402 61 0.408 62 0.414 63 0.420 64 0.426 65 0.433 66 0.439 67 0.445 68 0.451 69 0.457 70 0.463 71 0.469 72 0.475 73 0.481 74 0.488 75 0.494 76 0.500 77 0.506 78 0.512 79 0.518 80 0.524 81 0.530 82 0.536 83 0.542 84 0.549 85 0.555 86 0.561 87 0.567 88 0.573 89 0579 90 0.585 91 0.591 92 0.597 93 0.604 94 0.610 95 0.616 96 0,622 97 0.628 98 0.634 99 0.640 100 0.646 Pre-project% Post-Pre-project project Hours nme Exceeding Hours 33 6.63E-05 11 33 6.63E-05 11 32 6.43E-05 11 32 6.43E-05 11 31 6.23E-05 11 30 6.03E-05 11 30 6.03E-05 11 30 6.03E-05 11 " 5.43E-05 11 26 5.23E-05 11 26 5.23E-05 11 23 4.62E-05 11 23 4.52E-05 11 23 4.62E--05 11 23 4.62E-05 11 21 4.22E-05 11 19 3.82E-OS 10 19 3.82E-05 10 19 3.82E-05 10 18 3.62E-05 10 18 3.62E-05 10 18 3.62E-05 10 18 3.62E-05 10 17 3.42E-05 10 17 3.42E-05 10 16 3.22E-05 10 13 2.61E-05 9 12 2.41E-05 9 " 2.41E-05 9 12 2.41E-05 9 10 2.0lE-05 9 10 2.0lE-05 9 9 1.81E-05 8 9 1.SlE-05 8 9 1.81E-05 8 8 1.61E-05 7 8 l.61E-05 7 7 1.41E-05 7 7 1.41E-05 7 7 l.41E-05 7 7 l.41E-05 6 7 l.41E-05 6 7 1.41E-05 6 6 1.21E-05 6 6 1.21E-05 6 6 l.21E-05 6 5 1.0lE-05 5 5 l.01E-05 5 5 l.OlE-05 5 5 1.0lE-05 5 Post-project PRE-POST- %Time Percentage Pass/Fail PROJECT PROJECT Exceeding WORK WORK 2.21E-05 33% Pass 6,00 2.00 2.21E-05 33% Pass 6.14 2.05 2.21E-05 34% Pass 6.10 2.10 2.21E-05 34% Pass 6.24 2.14 2.21E-05 35% Pass 6.18 2.19 2.21E-05 37% Pass 6.11 2.24 2.21E-05 3,% Pass 6.25 2.29 2.21E-05 3,% Pass 6.38 2.34 2.21E-05 41% Pass 5.87 2.39 2.21E-05 42% Pass 5.77 2.44 2.21E-05 42% Pass 5.81l 2.49 2.21E-05 48% Pass 5.31 2.54 2.21E-05 48% PdSS 5.41 2.59 2.21E-05 48% Pass 5.52 2.64 2.21E-05 48% Pass 5.62 2.69 2.21E-05 52% Pass 5.23 2.74 2.0lE-05 53% Pass 4.82 2.54 2.0lE-05 53% Pass 4.90 2.58 2.0lE-05 53% Pass 4.99 2.63 2.0lE-05 56% Pass 4.81 2.67 2.0lE-05 56% Pass 4.89 2.72 2.0lE-05 56% Pass 4.98 2.77 2.0lE-05 56% Pass 5.06 2.81 2.0lE-05 59% Pass 4.86 286 2.0lE-05 59% Pass 4.94 2.90 2.0lE-05 63% Pass 4.72 2.95 l.81E-05 69% Pass 3.90 2.70 l.81E-05 75% PdSS 3.65 2.74 L81E-05 75% P;JSS 3.71 2.78 l.81E-05 75% Pass 3.75 2.82 l.81E-05 90% Pass 3.18 2.87 1.SlE-05 90% Pass 3.23 2.91 l.61E-05 89% Pass 2.95 2.62 l.61E-05 89% Pass 2.99 2.66 l.61E-05 89% Pass 304 2.70 l.41E-05 88% Pass 2.74 2.39 l.41E-05 88% Pass 2.77 2.43 1.41E-05 100% Pass 2.46 2.46 1.41E-05 100% Pass 2.49 2.49 l.41E-05 100% Pass 2.53 2.53 l.21E-05 86% Pass 2.56 2.19 1.21E-05 86% Pass 2.59 2.22 1.21E-05 86% Pass 2.63 2.25 1.21E-05 100% Pass 2" 2.28 l.21E-05 100% Pa~s 2.31 2.31 l.21E-OS 100% Pass 2.34 2.34 1.0lE-05 100% Pass 1.97 1.97 l.OlE-05 100% Pass 2.00 2.00 1.0lE-0S 100% Pass 2.02 2.02 1.0lE-05 100% Pass 2.04 2.04 TOTAt WORK: 446.10 199.60 EROSION POTENTIAl {EP): 0.4474 I \Act,ae Job<\30.S An,horage I aoestm@nts\CIVll \REPO~T5\SWQMP\SWMM\Electton,c f11e,\30lB_IWMM _Po,tPrnces,ing2-STORAGE.,1,m -Ill -~ 3:: 0 ~ 0.700 0.600 0.500 0.400 0.300 0.200 0.100 0.000 1.0E-06 Flow Duration Curve [Pre vs. Post {Mitigated)] -Pre-Q \ ½ --Post(Mit)-Q 1.0E-05 1.0E-04 1.0E-03 l.0E-02 1.0E-01 l.0E+00 % Time Exceeding Peak Flow Frequency Curves 1.200 -.....-----.----.-------,-----,-,--r -~ ...... .....----------,--,-.....----,---,-r -Pre-project Qpeak 1.000 I I I I I ~ l ~ ' I ' ' I ' I I , ~ -Post-project Mitigated Qpeak 0.800 I I I I I I I I I 't r:: -:,.....! --..;,_I-...:.........:. -1-~ -.!,._ ~Q10 (0.646 ctsl 1 r -...;_ ...... ---...!--· _:_ ..:._ ~ -1----~ 0.600 I ! I 1 ' I , 1 . • . , u: .:,,! IV QI Q. 0.400 I • ,:::.•_ ~ '._ : -j Q2 (0.353 0.200 I ~ ---,--+ I-I I ' :;_; ' ✓,_-~--+--+-----=---------+-_.,__.,_ +- t=±J . + --1--_;_ -1--~Qlf (0.036cfs)~ -·...:...:....:-'---: -:-..;,_ ~ -1-~ ~ -; 0.000 --'-~--~ --'---~ -----, 0 1 2 3 4 5 6 7 8 9 10 Return Period in Years 4367 Highland Dr J-3240 5/22/2020 Peak Flow Frequency Summary Return Period Pre-project Q (els) LF = 0.1 *Q2 0.036 2-year 0.358 3-year 0.437 4-year 0.491 5-year 0.514 6-year 0.545 7-year 0.566 8-year 0.598 9-year 0.616 10-year 0.646 Post-project -Mitigated Q (cfs) . 0.008 0.081 0.151 0.213 0.262 0.365 0.483 0.528 0.584 0.644 J :\Active J obs\3028 Anchorage lnvestments\CIVI L \RE PORTS\SWQMP\SWM M\Electronic files\3028 _ SWM M _PostProcessi ng2-STORAGE.xlsm .. 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) c How to access the structural BMP(s) to inspect and perform maintenance c 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.) LJ Recommended equipment to perform maintenance L; When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management Attachment 3: Structural BMP Maintenance Information Inspection and Maintenance Activities for Treatment Control BMPs The strnctural treatment control BMP for the proposed project consists of one (1) biofiltration basin. The discussion below provides inspection frequency, maintenance indicators and maintenance activities for the proposed structural BMP. The proposed biofiltratioo basin should be inspected and maintained to ensure proper functionality over time. The discussion below provides recommendations for .inspection and maintenance for the biofiltration basin in. order to ensure its lasting effectiveness. During inspection, the inspector shall check for the maintenance indicators given below and take the appropriate maintenance action: Accumulation of sediment, litter, or debris Poor vegetation establishment Overgrown vegetation Erosion due to concentrated irrigation flow Erosjon due to concentrated storm water runoff flow Standing water in or biofiltration basin for longer than 96 hours following a storm event* Obstructed inlet or outlet structure Damage to structural components such as weirs, inlet or outlet structures Remove and properly dispose of accumulated materials, without damage to the vegetation. Re-seed, re-plant, or re-establish ,,egetation per original plans. Mow or trim as appropriate, but not less than die design height of the vegetation per original plans when applicable Repair/re-seed/re-plant eroded areas and adjust the irrigation system. Reprur/ re-seed/ re-plant eroded areas and make appropriate corrective measures such as adding erosion contwl blankets, adding stone at flow entry points, or minor re-grading to restore proper drainage according to the original plan. If the issue is not corrected by restoring the BlvIP to the original plan and grade, the City Engineer shall be contacted prior to any additional repairs or reconstruction. 1-rfakc appropriate corrective measures such as adjusting irrigation system, _removing obstructions of debris or invasive vegetation, clearing w1derdrruns (where applicable), or repruring/replacing clogged or compacted soils. Clear obstructions. Repair or replace as applicable. •111ese BMPs typically include a surface ponding layer as part of their function which may take 96 how.-s co drrun follo\ving a storm event. ATTACHMENT 4 City standard Single Sheet BMP (SSBMP) Exhibit [Use the City's standard Single Sheet BMP Plan.] \ '.\ \ - \ \ \ ' \ \ l \ \ \ ' ' I \ I ,_.-- ' \ ----T" ' \ ~ ______ I __ .--- , , , '\-----.... -1 ----.'. ~--~ ·-. ·---;_~-: '\ '". ~ _, .-~: \' I• -w-.;-ii'.-" M1ft d ' \ ,1. v -,,jJ% t,\ \ J '-I 11':\', . 11li1~·\ \ ~ .,, .... \)- ' ' . ~ -\·j·~ ~ .(· • '\ t1 \\ ) ~\ \'' __ ,. \t ' "· _J_ • a /r' \ b ' \\ .~ .\, ,, ~\ \, \ \. \ ·\ --·\ , •• , '. \·" \ \, t \ \. ( \ .. , \·, ~ \ \' I,) ;.. -, ~ \, -t '~ .. :, ,t\'\i\ ' \ l\ SWUPNO ___ _ .z:.=:::.::: -~ «Jll'!TO'lOIII __ _ 'TIOlllll'loWIIWD,Hllf'l\lR1"1l#ILl.UIIV~oW;~'li ~fltllliOllfllElll'IUlod.. 1 IIUCMIIOUlOtlO(~~---n.t:"~t~"'-" N'f'AOWt.l.l'IIC:.MOT'l'o.:Jti(Dl l llOaanM'IOorStofl«IMTOIW.Oll'f'lftlOl:l'\.lftllll:l'M'(t Wl10iJTIIIIXlll~~Tl4:Cm'90t&ll ; ~OOCUINIC,WLLIIECIMIIJEIIUoCll.JHECll"l'Nff.CtalillWJ """IIISPCCTEDNl~C1RIII~ .. ~ """"'"'""' I,, !!Eff:l'OWIWTllWil'J~EWllff~ .. W."90.lfC'f.,..K'l:ilOlll'J0IW.IIFOIIWiDOII I I I I 1~=-t-al -- 1 LOW IMPACT OES1GH (LI 0.) ®1=·1•1 ··-1 I I PASCO LARET SUITER 11111ilillllliiilliilil a ASSOCIAffl S.,,~ I ..,_9-:ft I '"'"910culllr l"tlllllla&.21!11.Bll.2 I~ :try OF CARIBBAD ,~,lttill,~~ !IHlff blJ' srTII Pl.ill RECORD c:_ I N1W. PH: