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HomeMy WebLinkAboutCDP 2020-0024; TOYOTA CARLSBAD; PRELIMINARY STORM WATER QUALITY MANAGEMENT PLAN; 2021-05-13,. .. .. .. .. 111111 .. 1111111 .. .. .. 1111111 .. ,. .. .. .. ,.. ... ... 1111, .. .. .. .. .. 1111 .. .. CITY OF CARLSBAD PRIORITY DEVELOPMENT PROJECT (PDP) PRELIMINARY STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR Toyota Carlsbad PROJECT ID: CDP 2020-0024 (DEV 2020-0130) DWG: ENGINEER OF WORK: PREPARED FOR: Stellar Properties, LLC 6030 Avenida Encinas, Ste. 220 Carlsbad. CA 92011 (760) 496-2931 S---rJ-'Z1 Date PREPARED BY CONSTRUCTION, TESTING, & ENGINEERING, INC. 1441 MONTIEL RD. STE. 115 ESCONDIDO, 92026 760.746.4955 DATE: October 28, 2020 Revised: May 13, 2021 ~ CT£ ]\Y , Construction Testing & Engineering, Inc . ~ '• !nspeuon Testing , Geo1ecnnica1 I Environrrental & Corst~sction Engmeenng I Civ I Engineering Surver; Certification Page Project Vicinity Map TABLE OF CONTENTS FORM E-34 Storm Water Standard Questionnaire Site Information FORM E-36 Standard Project Requirement Checklist Summary of PDP Structural BMPs Attachment 1: Backup for PDP Pollutant Control BMPs Attachment 1 a: OMA Exhibit Attachment 1 b: Tabular Summary of DMAs and Design Capture Volume Calculations Attachment 1 c: Harvest and Use Feasibility Screening (when applicable) Attachment 1d: Categorization of Infiltration Feasibility Condition (when applicable) Attachment 1e: 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 .. .. .. .. 111111 11111111 11111 .. ... ... ... .. ~ 11111111 111111 , 111111 11111 1111111 111111 .. ... ' ., ... ... .. CERTIFICATION PAGE Project Name: Toyota Carlsbad Project ID: CDP 2020-0024 (DEV 2020-0130) I hereby declare that I am the Engineer in Responsible Charge of design of storm water BMPs for this project, and that I have exercised responsible charge over the design of the project as defined in Section 6703 of the Business and Professions Code, and that the design is consistent with the requirements of the BMP Design Manual, which is based on the requirements of SDRWQCB Order No. R9-2013-0001 (MS4 Permit) or the current Order. I have read and understand that the City Engineer has adopted minimum requirements for managing urban runoff, including storm water, from land development activities, as described in the BMP Design Manual. I certify that this SWQMP has been completed to the best of my ability and accurately reflects the project being proposed and the applicable source control and site design BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality I understand and acknowledge that the plan check review of this SWQMP by the City Engineer is confined to a review and does not relieve me, as the Engineer in Responsible Charge of design of storm water BMPs for this project, of my responsibilities for project design. ork's Signature, RCE No. 70066, Exp. 9/30/22 David Caron Print Name CTE Inc. Company Date PROJECT VICINITY MAP 11424 PASIO DIL NORTI -Ill ... 1111 ... 1111 .. Ill 1111 .. .. .. ... .. ... .. ... .. ... .. ... .. .. .. City's Storm Water Standard Questionnaire (Form E-34) ( 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 Manual (BMP Manual). To view the BMP Manual, refer to the Engineering Standards (Volume 5). This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'STANDARD PROJECT' requirements or be subject to 'PRIORITY DEVELOPMENT PROJECT' (PDP) requirements. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application . If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the city. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A completed and signed questionnaire must be submitted with each development project application. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. PROJECT INFORMATION PROJECT NAME: Toyota Carlsbad PROJECT ID: ADDRESS: 5424 Paseo Del Norte, Carlsbad, CA 92008 APN : 211-060-16 The project is (check one): D New Development Ill Redevelopment The total proposed disturbed area is: 125,104 ft2 ( 2.872 ) acres The total proposed newly created and/or replaced impervious area is: 100,294 ft2 ( 2.352 ) 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 CDP 2020-0024 (DEV 2020-0130) 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 02/16 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 □ Ill or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? If you answered "yes" to the above question, provide justification below then go to Step 5, mark the third box stating "my project is not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant information. Justification/discussion: (e.g . the project includes only interior remodels within an existing building): If you answered "no" to the above question, the project is a 'development project', go to Step 2. STEP2 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: Is your project LIMITED to one or more of the following: YES NO 1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; □ Ill b) Designed and constructed to be hydraulically disconnected from paved streets or roads; c) Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets quidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in □ Ill 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? □ Ill If you answered "yes" to one or more of the above questions, provide discussion/justification below, then go to Step 5, mark the second box stating "my project is EXEMPT from PDP ... " and complete applicant information. Discussion to justify exemption ( e.g . the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): If you answered "no" to the above questions, your project is not exempt from PDP, go to Step 3. E-34 Page 2 of 4 REV 02/16 SlVJ. TO~ ®M~'FOR~.W~ ~~,..~ if• .. ,·. ,.~ To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1 )): YES NO 1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, □ Ill and public development projects on public or private land. 2. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or Ill □ more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 3. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and □ Ill 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 □ Ill development project includes development on anv natural slope that is twenty-five percent or greater. 5. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is Ill □ 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 surface collectively over the entire project site and supports a street, road, highway □ Ill freeway or driveway? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. 7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of □ Ill 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not commingled with flows from adjacent lands).* 8. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface that supports an automotive repair shop? An automotive repair □ Ill shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. 9. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes □ Ill RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles per day. 10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land Ill □ and are expected to generate pollutants post construction? 11 . Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? (CMG □ Ill 21 .203.040) If you answered "yes" to one or more of the above questions, your project is a PDP. If your project is a redevelopment project, go to step 4. If your project is a new project, go to step 5, check the first box stating "My project is a PDP ... " and complete applicant information. If you answered "no" to all of the above questions, your project is a 'STANDARD PROJECT.' Go to step 5, check the second box statinq "My project is a 'STANDARD PROJECT' ... " and complete aoolicant information. E-34 Page 3 of 4 REV 02/16 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)) 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)= 119.436 sq. ft. Total proposed newly created or replaced impervious area (B) = 1 OO 294 sq. ft. Percent impervious area created or replaced (B/A)*100 = _8_4_0 ___ % YES NO D If you answered "yes", the structural BMPs required for PDP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 5, check the first box stating "My project is a PDP ... " and complete applicant information. If you answered ··no," the structural BMP's required for PDP apply to the entire development. Go to step 5, check the check the first box statini:i "Mv project is a PDP ... " and complete aoolicant information. STEPS CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION [Z] My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) for submittal at time of application. 0 My project is a 'STANDARD PROJECT' OR EXEMPT from PDP and must only comply with 'STANDARD PROJECT' stormwater requirements of the BMP Manual. As part of these requirements, I will submit a • Standard Project Requirement Checklist Form E-36' and incorporate low impact development strategies throughout my project. Note: For projects that are close to meeting the PDP threshold , staff may require detailed impervious area calculations and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply. 0 My Project is NOT a 'development project' and is not subject to the requirements of the BMP Manual. Applicant Information and Signature Box Applicant Name t;:> Av L C> C~r..J Applicant Title ~fZ~_!/l/_&_/~/7,-~~L-~e'N~_~_l-'t/◄_~--- Applicant Signature. __ c9.,,,.+-~=-----;!l"---.o:.:.::::::::==-------Date: _____ $" __ -_t_J_-_Z._f ______ _ Environmentally Sens1t1ve Areas include but are not limited to all Clean Water Act Section 303(d) 1mpa1red water bodies areas designated as Areas of Special B1olog1cal S,grnficance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments). water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Bas,n (1994) and amendments) areas designated as preserves or their equivalent under the Multi Species Conservation Program within the C1t1es and County of San Diego Habitat Management Plan and any other equ111alent enwonmentally sensitive areas which have been 1dent1fied by the C,ty This Box for C,tv Use Onlv YES NO City Concurrence D D By· Date ProJect ID E-34 Page 4 of 4 REV 02/16 SITE INFORMATION CHECKLIST Prolect Summarv Information Proiect Name Toyota Carlsbad Project ID CDP 2020-0024 (DEV 2020-0130) Project Address 5424 Paseo Del Norte Carlsbad, CA 92008 Assessor's Parcel Number(sl (APN(s)) 211-060-16 Project Watershed (Hydrologic Unit) Carlsbad 904 -Encinas 904.4 Parcel Area 2.995 Acres ( 130 450 Square Feet) Existing Impervious Area (subset of Parcel Area) 2.767 Acres ( 120,533 Square Feet) Area to be disturbed by the project 2.872 (Proiect Area) Acres ( 125,104 Square Feet) Project Proposed Impervious Area (subset of Proiect Area) 2.352 Acres ( 100,294 Square Feet) Project Proposed Pervious Area (subset of Proiect Area) 0.570 Acres ( 24,809 Square Feet) Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the Project. This mav be less than the Parcel Area. DescrlDtion of Existing Site Condition and Dralnaae Patterns Current Status of the Site (select all that apply): C8J Existing development □ Previously graded but not built out □ Agricultural or other non-impervious use □ Vacant, undeveloped/natural Description/ Additional Information: Existing site contains an auto dealership. Existing Land Cover Includes (select all that apply): C8J Vegetative Cover D Non-Vegetated Pervious Areas C8J Impervious Areas Description/ Additional Information: Existing site's pervious area is covered with landscaping. Impervious area consists of building footprint and AC parking lot. Underlying Soil belongs to Hydrologic Soil Group (select all that apply): D NRCS Type A C8J NRCS Type B D NRCS Type C D NRCS Type D Approximate Depth to Groundwater (GW): D GW Depth < 5 feet □ 5 feet < GW Depth < 1 0 feet C8J 10 feet < GW Depth < 20 feet D GW Depth> 20 feet Existing Natural Hydrologic Features (select all that apply): □ Watercourses □ Seeps □ Springs □Wetlands C8J 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]: The existing site consists an auto dealership. There are currently no onsite storm drain conveyance systems. All drainage is conveyed overland and discharged onto Paseo Del Norte. There looks to be a series of 0-27 sidewalk underdrains discharging from the site in question to Paseo Del Norte. We are unaware of the origin and the flows they may or may not convey. Ultimately, all the stormwater, whether it be captured and conveyed with underdrains or sheet flow overland, will discharge onto Paseo Del Norte. From there, all flows enter the public right of way and the public storm drain system. The existing storm system empties into Agua Hedionda Lagoon which outlets to the Pacific Ocean. There are no run-ons conveyed onsite. Description of Proposed Site Development and Drainage Patterns Project Description / Proposed Land Use and/or Activities: The proposed construction is the demolition of the existing auto dealership and construction of a new one. The land use will remain the same. List/describe proposed impervious features of the project (e .g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features): The proposed impervious areas include building footprints and hardscape. List/describe proposed pervious features of the project (e.g., landscape areas): The proposed pervious areas include landscape areas, pervious pavement and a biofiltration basins. Does the project include grading and changes to site topography? ~ Yes □No Description/ Additional Information: The project will change the existing grades to create a new building footprint and create more landscaped areas onsite. The proposed site will minimize grading to the maximum extent possible to maintain similar topography and drainage as the existing condition. Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)? ~ Yes □No Description/ Additional Information: The proposed development will maintain the same drainage pattern as the existing to the maximum extent possible. Biofiltration basins are proposed. The only storm drain onsite will be the overflow for the 100-year storm. This riser will connect to existing storm drain system in Paseo Del Norte. 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 D Interior floor drains and elevator shaft sump pumps □ Interior parking garages ~ Need for future indoor & structural pest control ~ Landscape/Outdoor Pesticide Use □ Pools, spas, ponds, decorative fountains, and other water features D Food service ~ Refuse areas o Industrial processes D Outdoor storage of equipment or materials ~ Vehicle and Equipment Cleaning ~ Vehicle/Equipment Repair and Maintenance D Fuel Dispensing Areas o Loading Docks ~ Fire Sprinkler Test Water □ Miscellaneous Drain or Wash Water ~ Plazas, sidewalks, and parking lots Identification of Receivlna Water Pollutants of Concern Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable): The storm water from the site and offsite runons will be captured via onsite basin inlet, then discharge to the existing public storm system on Brady Circle. The public storm system will discharge the storm water into Agua Hedionda Lagoon which outlet to the Pacific Ocean. List any 303(d) impaired water bodies within the path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable), identify the pollutant(s)/stressor(s) causing impairment, and identify any TMDLs for the impaired water bodies: 303(d) lmoaired Water Bodv Pollutant(s)/Stressor(s) TMDLs Agua Hedionda Lagoon Toxicity TMDL Required Agua Hedionda Creek Benthic Community Effects, TMDL Required Bifenthrin, Chlorpyrifos, Cypermethrin, Indicator Bacteria, Malathion, Manganese, Nitrogen, Phosphorus, Selenium, TDS, Toxicity Pacific Ocean Shoreline Trash Being addressed with action other than TMDL Identification of Prolect Site Pollutants Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see BMP Desian Manual Aooendix B.6): Also a Receiving Not Applicable to Anticipated from the Water Pollutant of Pollutant the Project Site Project Site Concern Sediment X Nutrients X X Heavv Metals X X Oraanic Compounds X Trash & Debris X X Oxygen Demanding Substances X Oil & Grease X Bacteria & Viruses X Pesticides X Hydromodiflcation Management Requirements Do hydromodification management requirements apply (see Section 1.6 of the BMP Design Manual)? 1:8:1 Yes, hydromodification management flow control structural BMPs required. D No, the project will discharge runoff directly to existing underground storm drains discharging directly to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. D No, the project will discharge runoff directly to conveyance channels whose bed and bank are concrete-lined all the way from the point of discharge to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. □ No, the project will discharge runoff directly to an area identified as appropriate for an exemption by the WMAA for the watershed in which the project resides. Description/ Additional Information (to be provided if a 'No' answer has been selected above): The project discharges into an existing storm drain system that outlets into Agua Hedionda Lagoon then the Pacific Ocean. The existing storm drain system is shown as an exempt system. See Attachment 2a for mapping of exempt areas. Critical Coarse Sediment Yield Areas* *This Section onlv reaulred If hvdromodlflcation manaaement reaulrements annlv Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas exist within the project drainage boundaries? □Yes 1:8:1 No, No critical coarse sediment yield areas to be protected based on WMAA maps If yes, have any of the optional analyses presented in Section 6.2 of the BMP Design Manual been performed? D 6.2 .1 Verification of Geomorphic Landscape Units (GLUs) Onsite D 6.2.2 Downstream Systems Sensitivity to Coarse Sediment D 6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite D No optional analyses performed, the project will avoid critical coarse sediment yield areas identified based on WMAA maps If optional analyses were performed, what is the final result? □ No critical coarse sediment yield areas to be protected based on verification of GLUs onsite D Critical coarse sediment yield areas exist but additional analysis has determined that protection is not required. Documentation attached in Attachment 8 of the SWQMP. n 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" ~his Section only required If hydromodlflcatlon management requirements annlv 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. The proposed project has one point of compliance. All hydromodification flows will be infiltrated. The proposed BMP, INF-2, will have a riser for the 100-year overflow. This riser will connect to the existing offsite storm drain system. All flow will be directed west to detention basins, where all the hydromodification flows will be infiltrated. Has a geomorphic assessment been performed for the receiving channel(s)? 1:8:J No, the low flow threshold is 0.1Q2 (default low flow threshold) □ Yes, the result is the low flow threshold is 0.1Q2 □ Yes, the result is the low flow threshold is 0.3Q2 □ Yes, the result is the low flow threshold is 0.5Q2 If a geomorphic assessment has been performed, provide title, date, and preparer: Discussion/ Additional Information: (optional) Other Site Reaulrements and Constraints When applicable, list other site requirements or constraints that will influence storm water management design, such as zoning requirements including setbacks and open space, or City codes governing minimum street width , sidewalk construction, allowable pavement types, and drainage requirements. N/A Optional Additional Information or Continuation of Previous Sections As Needed This space provided for additional information or continuation of information from previous sections as needed. N/A City's Standard Project Requirement Checklist Form E-36 C cityof Carlsbad Project Name: Toyota Carlsbad Project ID: CDP 2020-0024 (DEV 2020-0130) DWG No. or Building Permit No.: STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Project Information Source Control BMPs Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov All development projects must implement source control BMPs SC-1 through SC-6 where applicable and feasible. See Chapter 4 and Appendix E.1 of the BMP Design Manual (Volume 5 of City Engineering Standards) for information to implement source control BMPs shown in this checklist. Answer each category below pursuant to the following. • "Yes" means the project will implement the source control BMP as described in Chapter 4 and/or Appendix E.1 of the Model BMP Design Manual. Discussion/justification is not required. • "No" means the BMP is applicable to the project but it is not feasible to implement. Discussion/justification must be provided. Please add attachments if more space is needed. • "N/A" means the BMP is not applicable at the project site because the project does not include the feature that is addressed by the BMP (e.g., the project has no outdoor materials storage areas). Discussion/justification may be provided. Source Control Requirement Applied? SC-1 Prevention of Illicit Discharges into the MS4 Iii Yes D No 0 N/A Discussion/justification if SC-1 not implemented: SC-2 Storm Drain Stenciling or Signage Iii Yes D No 0 N/A Discussion/justification if SC-2 not implemented: SC-3 Protect Outdoor Materials Storage Areas from Rainfall, Run-On, Runoff, and Wind □Yes 0 No Iii N/A Dispersal Discussion/justification if SC-3 not implemented: No outdoor storage of materials present onsite. E-36 Page 1 of 4 Revised 09/16 Source Control Requirement (continued) ,U,Dlied? SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On , Runoff, and D Yes D No Iii N/A Wind Dispersal Discussion/justification if SC-4 not implemented: No outdoor work areas present onsite. SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal Iii Yes D No D N/A Discussion/justification if SC-5 not implemented: SC-6 Additional BMPs based on Potential Sources of Runoff Pollutants must answer for each source listed below and identify additional BMPs. (See Table in Appendix E.1 of BMP Manual for quidance). Iii On-site storm drain inlets Iii Yes D No D N/A D Interior floor drains and elevator shaft sump pumps □Yes D No Iii N/A D Interior parking garages D Yes D No Iii N/A Iii Need for future indoor & structural pest control Iii Yes D No D N/A Iii Landscape/Outdoor Pesticide Use Iii Yes D No D N/A D Pools, spas, ponds, decorative fountains, and other water features D Yes D No Iii N/A D Food service D Yes D No Iii N/A Iii Refuse areas Iii Yes D No D N/A D Industrial processes □Yes D No Iii N/A D Outdoor storage of equipment or materials □Yes D No Iii N/A Iii Vehicle and Equipment Cleaning Iii Yes D No D N/A Iii Vehicle/Equipment Repair and Maintenance Iii Yes D No D N/A D Fuel Dispensing Areas D Yes D No Iii N/A D Loading Docks D Yes D No Iii N/A Iii Fire Sprinkler Test Water Iii Yes D No D N/A D Miscellaneous Drain or Wash Water □Yes D No Iii N/A Iii Plazas, sidewalks, and parkinq lots Iii Yes D No D N/A For "Yes" answers, identify the additional BMP per Appendix E.1. Provide justification for "No" answers. E-36 Page 2 of 4 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. • "N/A" means the BMPs is not applicable at the project site because the project does not include the feature that is addressed by the BMPs (e.g., the project site has no existing natural areas to conserve). Discussion/justification may be provided. Site Design Requirement I Applied? SD-1 Maintain Natural DrainaQe Pathways and HydroloQic Features I □Yes I D No I Iii N/A Discussion/justification if SD-1 not implemented: Site has been previously graded and improved per City of Carlsbad Standards. SD-2 Conserve Natural Areas, Soils, and Vegetation ID Yes I D No I Iii N/A Discussion/justification if SD-2 not implemented: Site has been previously graded and improved per City of Carlsbad Standards. SD-3 Minimize Impervious Area I Iii Yes I D No ID N/A Discussion/justification if SD-3 not implemented: SD-4 Minimize Soil Compaction I Iii Yes I D No ID N/A Discussion/justification if SD-4 not implemented: SD-5 Impervious Area Dispersion I Iii Yes I D No ID N/A Discussion/justification if SD-5 not implemented: E-36 Page 3 of 4 Revised 09/16 Site Design Requirement (continued) I Applied? SD-6 Runoff Collection I lil Yes I □ No I □ N/A Discussion/justification if SD-6 not implemented: SD-7 Landscaping with Native or Drought Tolerant Species I Ii] Yes I □ No I □ N/A Discussion/justification if SD-7 not implemented: SD-8 Harvestinq and Usinq Precipitation I □Yes I □ No I lil N/A Discussion/justification if SD-8 not implemented: Harvesting and using precipitation for this development is not feasible. The 36 hour demand is less than 0.25*DCV. See calculations justifying the feasibility determination in the next section. E-36 Page 4 of 4 Revised 09/16 SUMMARY OF PDP STRUCTURAL BMPS PDP Structural BMPs All PDPs must implement structural BMPs for storm water pollutant control (see Chapter 5 of the BMP Design Manual). Selection of PDP structural BMPs for storm water pollutant control must be based on the selection process described in Chapter 5. PDPs subject to hydromodification management requirements must also implement structural BMPs for flow control for hydromodification management (see Chapter 6 of the BMP Design Manual). Both storm water pollutant control and flow control for hydromodification management can be achieved within the same structural BMP(s). PDP structural BMPs must be verified by the City at the completion of construction . This may include requiring the project owner or project owner's representative to certify construction of the structural BMPs (see Section 1.12 of the BMP Design Manual). PDP structural BMPs must be maintained into perpetuity, and the City must confirm the maintenance (see Section 7 of the BMP Design Manual). Use this form to provide narrative description of the general strategy for structural BMP implementation at the project site in the box below. Then complete the PDP structural BMP summary information sheet for each structural BMP within the project (copy the BMP summary information page as many times as needed to provide summary information for each individual structural BMP). Describe the general strategy for structural BMP implementation at the site. This information must describe how the steps for selecting and designing storm water pollutant control BMPs presented in Section 5.1 of the BMP Design Manual were followed, and the results (type of BMPs selected). For projects requiring hydromodification flow control BMPs, indicate whether pollutant control and flow control BMPs are integrated together or separate. Harvest and use BMPs demand calculation are as follows: The estimate anticipated average wet season demand over a period of 36 hours. 30 (employees) x 7 (gallons/employee)= 210 gal or 28.1 cf. 2.7 (avg . evapotranspiration) x [(0.5 plant factor x 8,611 SF landscape area)/ 90% irrigation efficiency] x 0.015 = 194 cf DCV per Worksheet B.2-1 = 4,937 cf. Is the 36-hour demand greater than or equal to the DCV? NO Is the 36-hour demand greater than 0.25DCV but less than the full DCV? NO Is the 36-hour demand less than 0.25DCV? YES Harvest and use is considered to be infeasible. The following are factors when considering retention or infiltration. According to the USGS web survey, the proposed development resides on soil Type "B". Type "B" soil have moderate infiltration rates when thoroughly wet. Per the Geotechnical Investigation performed by CTE Inc. dated August 2, 2019 the infiltration rates are 1.05, 1.11, 0.42 and 2.22 inches per hour from the four testing locations. The site existing soil condition and proposed location added a factor of safety of 2, per from 1-9. Since BMP 1 sits between 1.05 and 0.42 in/hr, 0.42 in/hr was used for the entire BMP area. No testing data were collected for the locations for BMP 2 and BMP 3. However, per the geotechnical letter dated January 19, 2021, it states that the soil at the project site location is uniform and therefore the BMP 2 and BMP 3 could simply use the data from the given four testing locations. BMP 2 is closer to 2.22 in/hr location, while BMP 3 is closer to 0.42 in/hr location. Since no data have been collected for the location of BMP 2 and BMP 3, a conservative approach is taken to apply an infiltration rate of 0.21 in/hr with factor safety of 2 included to all BMP 2 and BMP 3. BMP 2 proposes the use of underground stormtanks, in addition to the biofiltration basin, in the nearby drive aisle of where infiltration testing indicates a 2.22 in/hr. The stormtanks will be using the higher infiltration rate , since the data is relevant to the location. Given that the site is using an infiltration rate of 0.21 in/hr for all three biofiltration basins, full infiltration BMP is no feasible. Biofiltration with partial retention (PR-1) has been chosen for this development. The proposed onsite biofiltration basins will be unlined and have a storm control riser to allow for treatment for all small storm events and a bypass system for larger storm events. This overflow riser will connect to the existing storm drain system in Paseo Del Norte. Two biofiltration basins will connect to a stormtank to meet hydromodification volume requirements. Structural BMP Summary lnfonnation [Copy this page as needed to provide lnfonnatlon for each Individual proposed structural BMP] Structural BMP ID No. BMP-1 DWG Sheet No. Type of structural BMP: □ Retention by harvest and use (HU-1) □ Retention by infiltration basin (INF-1) □ Retention by bioretention (INF-2) □ Retention by permeable pavement (INF-3) 181 Partial retention by biofiltration with partial retention (PR-1) D Biofiltration (BF-1) □ Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) □ Detention pond or vault for hydromodification management □ Other (describe in discussion section below) Purpose: □ Pollutant control only D Hydromodification control only 181 Combined pollutant control and hydromodification control D Pre-treatment/forebay for another structural BMP □ Other (describe in discussion section below) Discussion (as needed): The biofiltration basin will be use for both pollutant control and hydromodification control. Since hydromod requires a higher volume of water, a stormtank will be connected to the biofiltration basin. The stormtank will be for hydromodification control purpose only. Per BMP spreadsheet, the drawdown time of the surface has been met to comply with the DEH drawdown guidelines for vector control. Structural BMP Summary Information [Copy this page as needed to provide Information for each Individual proposed structural BMP] Structural BMP ID No. BMP-2 DWG Sheet No. Type of structural BMP: □ Retention by harvest and use (HU-1) □ Retention by infiltration basin (INF-1) D Retention by bioretention (INF-2) □ Retention by permeable pavement (INF-3) C8:J Partial retention by biofiltration with partial retention (PR-1) □ Biofiltration (BF-1) □ Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) D Detention pond or vault for hydromodification management o Other (descri_be in discussion section below) Purpose: D Pollutant control only o Hydromodification control only C8:J Combined pollutant control and hydromodification control □ Pre-treatment/forebay for another structural BMP □ Other (describe in discussion section below) Discussion (as needed): The biofiltration basin will be use for both pollutant control and hydromodification control. Since hydromod requires a higher volume of water, a stormtank will be connected to the biofiltration basin. The stormtank will be for hydromodification control purpose only. Per BMP spreadsheet, the drawdown time of the surface has been met to comply with the DEH drawdown guidelines for vector control. Structural BMP Summary Information [Copy this page as needed to provide Information for each Individual proposed structural BMP1 Structural BMP ID No. BMP-3 DWG Sheet No. Type of structural BMP: D Retention by harvest and use (HU-1) □ Retention by infiltration basin (INF-1) D Retention by bioretention (INF-2) □ Retention by permeable pavement (INF-3) C8l Partial retention by biofiltration with partial retention (PR-1) D Biofiltration (BF-1) □ Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) D Detention pond or vault for hydromodification management □ Other (describe in discussion section below) Purpose: D Pollutant control only □ Hydromodification control only C8l Combined pollutant control and hydromodification control □ Pre-treatment/forebay for another structural BMP □ Other (describe in discussion section below) Discussion (as needed): Per BMP spreadsheet, the drawdown time of the surface has been met to comply with the DEH drawdown guidelines for vector control. .... ... ... ... 111111 .. 11111 111111 ... .. .. 11111 ... 1111 .. II .. .. .. .. ... .. -.. .. .. ... 111111 ... .. .. .. .. • .. 1111 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) Attachment 1 b Attachment 1 c Attachment 1 d See OMA Exhibit Checklist on the back of this Attachment cover sheet. (24"x36" Exhibit typically required) Tabular Summary of DMAs Showing OMA ID matching OMA Exhibit, OMA Area, and OMA Type (Required)* *Provide table in this Attachment OR on OMA Exhibit in Attachment 1 a Form 1-7, Harvest and Use Feasibility Screening Checklist (Required unless the entire project will use infiltration BMPs) Refer to Appendix B.3-1 of the BMP Design Manual to complete Form 1-7 . Form 1-8, Categorization of Infiltration Feasibility Condition (Required unless the project will use harvest and use BMPs) Refer to Appendices C and D of the BMP Design Manual to complete Form 1-8 . ~ Included ~ Included on OMA Exhibit in Attachment 1 a l I Included as Attachment 1 b, separate from OMA Exhibit □ Included ~ Not included because the entire project will use infiltration BMPs ~ Included 11 Not included because the entire project will use harvest and use BMPs Attachment 1e 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 OMA Exhibit: The DMA Exhibit must identify: c-1 Underlying hydrologic soil group CJ Approximate depth to groundwater □ Existing natural hydrologic features (watercourses, seeps, springs, wetlands) rJ Critical coarse sediment yield areas to be protected (if present) □ Existing topography and impervious areas r1 Existing and proposed site drainage network and connections to drainage offsite l I Proposed grading r l Proposed impervious features n Proposed design features and surface treatments used to minimize imperviousness ll Drainage management area (DMA) boundaries, DMA ID numbers, and DMA areas (square footage or acreage), and DMA type (i.e., drains to BMP, self-retaining, or self-mitigating) LJ Structural BMPs (identify location and type of BMP) .. .. .. 11111 ... ... ... - .. .. ... ... SOURCE CONTROL BMPS @ PREVENTION OF ILLICIT DISCHARGES INTO THE MS4 I ( S0-3) MINIMIZE IMPERVIOUS AREA ( S0-4) MINIMIZE SOIL COMPACTION NOTES: DMA-3.3 1, NO GROUNDWATIER WAS ENCOUNTIERED WITHIN THE BORING DEPTH OF 16.5 FEET. GROUNDWATIER WAS FOUND ON AN ADJACENT SITE AT AROUND 19 TO 20 FEET DEEP. 2. EXISTING HYDROLOGIC SOIL GROUP ONSITE PER THE USGS SOIL SURVEY IS "TYPE B". 3. THERE ARE NO CRITICAL COARSE SEDIMENT YIELD AREAS TO BE PROTECTED ONSITE. 4. ALL DMA'S DRAIN TO ONSITIE BMP'S. BMP NOTES: 1. ENGINEERED SOIL LAYER SHALL BE MINIMUM 18" DEEP SANDY LOAM SOIL MIX WITH NO MORE THAN 5% CLAY CONTIENT. THE MIX SHALL CO NTAIN 50 -60% SAND, 20-30% COMPOST OR HARDWOOD MULCH, AND 20-30% TOPSOIL. 2. NO COMPACTION OF NATM: SOILS SHALL OCCUR DIRECTLY BENEATH BMP FACIUTY. 3. STORMTANK MODULE 20 SERIES OR EQUIVALENT TO BE INSTALLED PER PLAN AND MANUFACTURER'S RECOMMENDATIONS. 4. BMP 1 AND BMP 2 WILL INCLUDE A 6' PIPE CONNECTING THE BIOFILTRATION BASINS TO THEIR RESPECTM: STORMTANK. BOTH THE BIOLFILTRATION BASINS AND STORMTANK WILL BE USED FOR HYDROMODIFICATION. A 12" PIPE WILL CONNECT EACH STORMTANK TO A STORM DRAIN CLEANOUT THEN TO THE PUBUC STORM SYSTEM. DMA-1.3 I Asp ,. SD-3 / so-1 l l_ \-----t 1' RISER HEIGHT ENERGY DISSIPATION (7 0 'V l " -----.._ --- \1 v f", ' ... DMA-1.3 SD-3 • - S0-7 o · -r" I I .. , ·• •- I \ .. .. . < ' . . . . .• ~ SD-3 · .,. L . 1 · • -!----all :· -~ .r, SD I I(/) (/) 0 (/) Asph. I I o,c) I I I I I V ,_ so t--SD - I 0 '11; JIL _ u p ~=i!--- SD-5 s-o-l ~J / I) -'\'1,· ( lo 'V "- SD-5 / ~ I 211-060-17 24"X 24" (INSIDE DIM.) PCC. BOX TO BE BUILT FOR 100-YIEAR TG=SEE PLAN STORM OVERFLOW S67" 28' 48"W 494.59' 3.5" AC OVER 5" BASE \ PER GEOTECHNICAL RECOMMENDATIONS PR. ACCESS MANHOLE FOR MAINTENANCE 3" WELL -AGED, SHREDDED -i-~ ffi LRDWOOD MULCH PR. STORMTANK • ~ . . . . . PER PLAN ~:;::::::±:;::::::::::::Jc:::::;::::::::::;:i ~ '-' I / SD-7 DMA-2.1 \ I I <::, ,,,. " I I I I ' ll.sn;,, I ~~ ,,,. " I I \ I 0 "" "- I ' . ·. \ .·. • l J I' - ·. ; ·- < BEDDING COURSE -"'~~ DEEP ROOTED, DENSE, DROUGHT "-'"; . TOLERANT PLANTING SUITABLE · ' FOR WELL DRAINED SOIL 24'X24" RISER FOR 0100 OVERFLOW l 6" 1" OF 1/8" TO 3/8" \ I ) -~ \/ ' D Y" STORAGE LA YIER CLASS 6" OF CLASS 2 AGGREGATE ! , , ., , ::! (NO. 8) AGGREGA TIE MIN. 18" MEDIA WITH --'if MIN. 5 IN/HR FILTRATION RATE •SEE BMP NOTES & TABLE 2 OR 3/8" WASHED GRAVEL 6" PVC STORM DRAIN CON NECT TO STORMTANK FOR HYDROMODIFICA TION & 0100 FLOWS 6" SD FROM BIOFIL TRA TION BASIN ,,.. 4" WASHED PEA GRAVEL 6" PERFORATED PIPE ¾ ~"~j~~~, ~~~@11i~,~-----------l::::::::::;::::::=:;.f!=.:!:=::=-...i~ = 0. ~ ORIFICE PER -, TABLE BELOW RETAINING WALL 12• SD OUTLET TO STORAGE LAYIER EXISTING INSTALL ORIFICE PLATE CONNECT TO PUBLIC *SEE BMP NOTIES UNCOMPACTIED DIAMETER PER TABLE HEREON SD SYSTEM & TABLE SOILS . ' ~'--~ SOIL SUBGRADE ~---*~~~~~~ ~~X~¼Yh'Y.>.:.~ PERVIOUS CONCRETE SECTION N.T.S. ID# BMP-1 BMP-2 BMP-3 BMP TYPE AREA(SF) BIOFlLTRATION (PR-1) 1,451 BIOFlLTRATION (PR-1) 1,660 BIOFlLTRATION (PR-1) 380 LEGEND ITEM SUBDIVISION BOUNDARY OMA-AREA HYDROLOGIC SOIL GROUP UNE HARDSCAPE/ROOF LANDSCAPE OMA BOUNDARY BIOFIL TRA TION BASIN PERVIOUS PAVIEMENT FLOW DIRECTION OMA SUMMARY DMA 1 □MAID DMA-1.1 DMA-1.2 DMA-1.3 DMA-1 .4 TOTAL DMA2 DMA ID DMA-2.1 DMA-2.2 DMA-2.3 DMA-2.4 TOTAL DMA3 OMA ID DMA-3.1 DMA-3.2 DMA-3.3 DMA-3.4 TOTAL Type Roof Pavement Landscape Pervious Concrete Type Roof Pavement Landscape Pelv1ous Concrete Type Roof Pavement La ndscape Pervious Concrete EXISTING ATTAC HM ENT 1 A OMA EXH IBIT SYMBOL DMA-X --) Total Area Total Area SF Acres 2,436 0.056 42.696 0.980 4,960 0.114 13.868 0.318 63.959 1.468 Total Area Total Area SF Acres 26,409 0.606 24.804 0.569 2,831 0.065 2.394 0.055 56,438 1.296 Total Area Total Area SF Acres 0 0.000 3,949 0.091 757 0.017 0 0.000 4,706 0.108 NATIVE SUBGRADE INSTALL 24"X24" STORM DRAIN CATCH BASIN FOR 100-YIEAR STORM OVERFlLOW DIMENSION PER PLAN ' " '-.{·7 '-'- 1----3.5' '- 4• WASHED PEA GRAVEL 3" WALL DRAIN 6" PERFORATED PIPE RETAINING WAUL INST AUL ORIFlCE PLA TIE OIAMETIER PER TABLE HEREON '-omnwrto NATIVE SUBGRADE LANDSCAPING PER FINAL LANDSCAPE ARCHITIECTURAL PLANS COMPACTED SUBGRADE 6" PVC STORM DRAIN FOR 100-YIEAR OVERFlLOW CONNECT TO EXISTING PUBLIC STORM DR/>JN SYSTEM BIOFIL TRATION BASIN W / PARTIAL RETE NTION TAB LE RISER ORIFlCE HEIGHT DIA (IN) "X" (IN) 0.5 12 2.0 12 0.12 12 ' WI TH RETAINING WALL (B MP-3) GRAVEL UNDERGOUND DEPTH STORMTANK "y" (IN) AREA (SF) 18 1,850 18 1,338 30 N/A NTS STORMTANK ORIFICE DIA (IN) 0.48 0.4 N/A 20 0 20 GRAPHIC SCALE SCALE: 1"= 20' 40 BIOFIL TRATION BASIN W / PARTIAL RETENTION WI TH RETA INING WALL (B MP-1&2) C <~ Construct ion Testing & Engineering, Inc. f I: JNC Inspection I Testing I Geotechnical I Environmental & Construction Engineering ~ 1441 Montiel Rood, Suite 115, Escondido, CA 92026 Phone: (760) 746 -4955 C-Nil Engineering I Surve)ing Fox: (760) 746 -9806 ATTACH MENT 1A OMA EXH IBIT .,,.__ ________________________________________ ---'N~TS~----------------------------------------------------------------------------------------_JL_ _______ __J """ .. 1111111 .. 1111 .. 1111 ... .. -.. .. .. 1111 .. .. .. 1111 -... .. .. .. .. ... .. ... DMASUMMARY EX DMAID Type EX Natural (B Soil) EX Impervious TOTAL DMA1 DMAID Type DMA-1.1 Roof DMA-1.2 Pavement DMA-1.3 Landscape DMA-1.4 Pervious Concrete TOTAL DMA2 DMAID Type DMA-2.1 Roof DMA-2.2 Pavement DMA-2.3 Landscape DMA-2.4 Pervious Concrete TOTAL DMA3 DMAID Type DMA-3.1 Roof DMA-3.2 Pavement DMA-3.3 Landscape DMA-3.4 Pervious Concrete TOTAL Total Area SF 5,668 119,436 125,104 Total Area SF 2,436 42,696 4,960 13,868 63,959 Total Area SF 26,409 24,804 2,831 2,394 56,438 Total Area SF 0 3,949 757 0 4,706 Total Area Runoff Factor C*A C Factor Acres 0.130 0.14 793.4993 2.742 0.9 107492.5 2.872 108,286 0.87 Total Area Runoff Factor C*A C Factor Acres 0.056 0.9 2192.4 0.980 0.9 38426.6 0.114 0.14 694.3 0.318 0.14 1941.5 1.468 C= 43,255 0.68 Total Area Runoff Factor C*A C Factor Acres 0.606 0.9 23768.1 0.569 0.9 22323.6 0.065 0.14 396.3 0.055 0.14 335.2 1.296 C= 46,823 0.83 Total Area Runoff Factor C*A C Factor Acres 0.000 0.9 0.0 0.091 0.9 3554.1 0.017 0.14 106.0 0.000 0.14 0.0 0.108 C= 3,660 0.78 Worksheet 1-8 : Categorization of Infiltration Feasibility Condition Categorization oflnfiltration Feasibility Condition Worksheet 1-8 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 Yes No 1 Is the estimated reliable infiltration rate below proposed facility locations greater than 0.5 inches per hour? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. X Provide basis: The NRCS soils across the site are all Type B soils with medium surface runoff. The site soils are consistent with the NRCS mapped types based on site explorations and percolation testing. Three soil types were present in the area of the proposed development, Quaternary Previously Placed Fill, Old Paralic Deposits and Tertiary Santiago Formation. Four percolation tests were completed within the Old Paralic Deposits. The calculated infiltration rates (with an applied factor of safety of 2) ranged from approximately to 0.21 to 1.11 inch per hour. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. 2 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. X Provide basis: Provided the basins are constructed in the areas with adequate set back from proposed structural improvements, risk of geotechnical hazards will not be significantly increased. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. C-11 Worksheet 1-8 Page 2 of 4 Criteria Screening Question 3 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, storm water pollutants or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Yes No X Provide basis: According to Geotracker, the nearest known "Open" LUST cleanup site is over 4,000 feet away from the site. Swnmarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. 4 Can infiltration greater than 0.5 inches per hour be allowed without causing potential water balance issues such as change of seasonality of ephemeral streams or increased discharge of contaminated groundwater to surface waters? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. X Provide basis: The nearest down gradient surface waters are the Agua Hediona Lagoon which is over 2,200 feet from the site. Due to the significant distance to the lagoon it is unlikely to be impacted by infiltrating site water. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. Part 1 If all answers to rows 1 -4 are "Yes" a full infiltration design is potentially feasible. The feasibility screening category is Full Infiltration Result'" If any answer from row 1-4 is "No", infiltration may be possible to some extent but would not generally be feasible or desirable to achieve a "full infiltration" design. Proceed to Part 2 No Full >l<'fo be completed using gathered site information and best professional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/ or studies may be required by City Engineer to substantiate findings. C-12 Worksheet 1-8 Page 3 of 4 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 Screening Question 5 Do soil and geologic conditions allow for infiltration in any appreciable rate or volume? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and AppendixD. Provide basis: Site soils are considered suitable to support partial infiltration. Yes X No Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability and why it was not feasible to mitigate low infiltration rates. 6 Can Infiltration in any appreciable quantity be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. X Provide basis: Provided the basins are constructed in the areas with adequate set back from proposed structural improvements, risk of geotechnical hazards will not be significantly increased. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. C-13 Worksheet 1-8 Page 4 of 4 Criteria Screening Question 7 Can Infiltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water pollutants or other factors)? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Yes No X Provide basis: According to Geotracker, the nearest known "Open" LUST cleanup site is over 4,000 feet away from the site. Summarize findings of studies; provide reference to studies, 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? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. X Provide basis: The nearest down gradient surface waters are the Agua Hediona Lagoon which is over 2,200 feet from the site. Due to the significant distance to the lagoon it is unlikely to be impacted by infiltrating site water. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability and why it was not feasible to mitigate low infiltration rates. Part2 Result" If all answers from row 1-4 are yes then partial infiltration design is potentially feasible. The feasibility screening category is Partial Infiltration. If any answer from row 5-8 is no, then infiltration of any volume is considered to be infeasible within the drainage area. The feasibility screening category is No Infiltration. Partial ~o be completed using gathered site tnfonnatlon and best professional Judgment cons1denng the definition of MEP 1n the MS4 Permit. Additional testing and/ or studies may be required by City Engineer to substantiate findings C-14 Appendix I: Forms and Checklists IBMP-1 Factor of Safety and Design Infiltration Rate Worksheet Form 1-9 Factor Category Factor Description Assigned Factor Product (p) Weight (w) Value (v) p =w xv Soil assessment methods 0.25 2 0.50 Predominant soil texture 0.25 2 0.50 Suitability Site soil variability 0.25 1 0.25 A Assessment Depth to groundwater / impervious 0.25 1 0.25 layer Suitability Assessment Safety Factor, SA = rp 1.50 Level of pretreatment/ sediment loads expected 0.5 1 0.50 B Design Redundancy/ resiliency 0.25 2 0.50 Compaction during construction 0.25 2 0.50 Design Safety Factor, SB = Lp 2.25 Combined Safety Factor, S,01a1= SA x Ss 2.19 (USE 2) Observed Infiltration Rate, inch/hr, K obseovcd 0.42 (corrected for test-specific bias) Design Infiltration Rate, in/hr, K Jcsigo = Kobscrvcd / Smial 0.21 Supponing Data Briefl y describe infiltration test and provide reference to test forms: See Geotechnical Investigation Proposed Sales Building Toyota Carlsbad dated August 2, 2019, and updated letter to the geotechnical report dated January 19, 2021. 1-7 February 2016 Appendix I: Forms and Checklists IBMP-1 STORM TANK Factor of Safety and Design Infiltration Rate Worksheet Form I-9 Factor Category Factor Description Assigned Factor Product (p) Weight (w) Value (v) p = wxv Soil assessment methods 0.25 2 0.50 Predominant soil texture 0.25 2 0.50 Suitability Site soil variability 0.25 1 0.25 A Assessment Depth to groundwater I impervious 0.25 1 0.25 layer Suitability Assessment Safety Factor, SA = :Ep 1.50 Level of pretreatment/ expected 0.5 1 0.50 sediment loads B Design Redundancy/ resiliency 0.25 2 0.50 Compaction during construction 0.25 2 0.50 Design Safety Factor, SB = :Ep 2.25 Combined Safety Factor, S,m,1= SA x SB 2.19 (USE 2) Observed Infiltration Rate, inch/hr, Kob,erve<l 1.05 (corrected for test-specific bias) Design Infiltration Rate, in/hr, K,1e,.gn = K.,b,erve<l / Swral 0.53 Supporting D ata Briefly describe infiltration test and provide reference to test forms: See Geotechnical Investigation Proposed Sales Building Toyota Carlsbad dated August 2, 2019, and updated letter to the geotechnical report dated January 19, 2021 . 1-7 February 2016 Appendix I: Forms and Checklists IBMP-2 Factor of Safety and Design Infiltration Rate Worksheet Form 1-9 Factor Category Factor Description Assigned Factor Produce (p) Weight (w) Value (v) p = wx v Soil assessment methods 0.25 2 0.50 Predominant soil texture 0.25 2 0.50 Suitability Site soil variability 0.25 1 0.25 A Assessment Depth to groundwater I impervious layer 0.25 1 0.25 Suitability Assessment Safety Factor, SA = 1:p 1.50 Level of pretreatment/ sediment loads expected 0.5 1 0.50 B Design Redundancy/ resiliency 0.25 2 0.50 Compaction during construction 0.25 2 0.50 Design Safety Factor, Ss = 1:p 2.25 Combined Safety Factor, Stot:11= SA x Ss 2.19 (USE 2) Observed Infiltration Rate, inch/hr, K,b,crvcd 0.86 (corrected for test-specific bias) Design Infiltration Rate, in/hr, K 1c,ign = K,b,crvcd / Soo,al 0.43 Supporting Data Briefly describe infiltration test and provide reference to test forms: See Geotechnical Investigation "Proposed Sales Building Toyota Carlsbad" dated August 2, 2019, and updated letter Additional Percolation Testing and Limited Infiltration Evaluation" report dated March 8, 2021. 1-7 February 2016 Appendix I: Forms and Checklists IBMP-2 STORM TANK I Factor of Safety and Design Infiltration Rate Worksheet Form 1-9 Factor Category Factor Description Assigned Factor Product (p) Weight (w) Value (v) p =wxv Soil assessment methods 0.25 2 0.50 Predominant soil texture 0.25 2 0.50 Suitability Site soil variability 0.25 1 0.25 A Assessment D epth to groundwater I impervious 0.25 1 0.25 layer Suitability Assessment Safety Factor, SA = LP 1.50 Level of pretreatment/ expected 0.5 1 0.50 sediment loads B Design Redundancy/ resiliency 0.25 2 0.50 Compaction during construction 0.25 2 0.50 D esign Safety Factor, SB = LP 2.25 Combined Safety Factor, Sto1a1= SA x Ss 2.19 (USE 2) Observed Infiltration Rate, inch/hr, K obsm ed 2.22 (co rrected for rest-specific bias) Design Infiltration Rate, in/hr, ~esign = K,bse,ved / S,01al 1.11 Supporting Data Briefly describe infiltration test and provide reference to test forms: See Geotechnical Investigation Proposed Sales Building Toyota Carlsbad dated August 2, 2019, and updated letter to the geotechnical report dated January 19, 2021 . 1-7 February 2016 Appendix I: Forms and Checklists IBMP-3 Factor of Safety and Design Infiltration Rate Worksheet Form 1-9 Factor Category Factor Description Assigned Factor Product (p) Weight (w) Value (v) p =wx v Soil assessment methods 0.25 2 0.50 Predominant soil texture 0.25 2 0.50 Suitability Site soil variability 0.25 1 0.25 A Assessment D epth to groundwater / impervious 0.25 1 0.25 layer Suitability Assessment Safety Factor, SA = :Ep 1.50 Level of pretreatment/ sediment loads expected 0.5 1 0.50 B Design Redundancy/ resiliency 0.25 2 0.50 Compaction during construction 0.25 2 0.50 Design Safety Factor, Ss = :Ep 2.25 Combined Safety Factor, S10to1= SA x SB 2.19 (USE 2) Observed Infiltration Rate, inch/hr, Kob,erved 0.24 (corrected for test-specific bias) Design Infiltration Rate, in/hr, l<aesign = !<observed / S,o,al 0.12 Supporting Data Briefly describe infiltration test and provide reference to test forms: See Geotechnical Investigation "Proposed Sales Building Toyota Carlsbad" dated August 2, 2019, and updated letter Additional Percolation Testing and Limited Infiltration Evaluation" report dated March 8, 2021 . 1-7 February 2016 Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods Worksheet B.2-1 DCV -DMA-1 1 85,h percentile 24-hr storm depth from Figure B.1 -1 2 Area tributary to BMP (s) 3 Area weighted runoff factor (estimate using Appendix B.1.1 and B.2.1) 4 Tree wells volume reduction 5 Rain barrels volume reduction 6 Calculate DCV = (3630 x C x d x A) -TCV -RCV Storm Water Standards January 2016 Edition B-10 d= A= C= TCV= RCV= DCV= 0.57 inches 1.468 acres 0.68 unitless 0 cubic-feet 0 cubic-feet 2,055 cubic-feet Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs -DMA-1 ~---"·•~ I Remaining DCV after implementing retention BMPs 2 055 cubic- ' feet Partial Retention 2 Infiltration rate from Form I-9 if partial infiltration is feasible 0.2 1 in/hr. 3 Allowable drawdown time for aggregate storage below the underdrain 36 hours 4 Depth of runoff that can be infiltrated rLine 2 x Line 31 7.56 inches 5 Airnregate pore space 0.40 in/in 6 Reauired depth of gravel below the underdrain rLine 4/ Line 51 18.9 inches 7 Assumed surface area of the biofiltration BMP 1451 sq-ft 8 Media retained pore storage 0.1 in/in 9 Volume retained by BMP [[Line 4 + (Line 12 x Line 8))/12) x Line 7 11 31. 78 cubic- feet 10 DCV that requires biofiltration [Line I -Line 9) 923 cubic- feet BMP Parameters 11 Surface Ponding r6 inch minimum, 12 inch maximuml 12 inches 12 Media Thickness [18 inches minimum], also add mulch layer thickness to 18 inches this line for sizing calculations 13 Aggregate Storage above underdrain invert ( 12 inches typical) -use 0 inches for sizing if the aggregate is not over the entire bottom surface area 15 inches 14 Media available pore space 30.0 in/in 15 Media filtration rate to be used for sizing (5 in/hr. with no outlet control; if the filtration is controlled by the outlet, use the outlet controlled rate) 5.00 in/hr. Baseline Calculations 16 Allowable Routing Time for sizing 6 hours 17 Depth filtered during storm [ Line 15 x Line 16) 30.00 inches 18 Depth of Detention Storage inches [Line 11 + (Line 12 x Line 14) + (Line 13 x Line 5)] 558 19 Total Depth Treated [Line 17 + Line 18) 588.00 inches Option 1 -Biofi.lter "1.5" times the DCV 20 Required biofiltered volume [1.5 x Line 10) 1384.23 cubic-feet 21 Required Footprint rLine 20/ Line 191 x 12 28 sq-ft Option 2 -Store 0.75 of remaining DCV in pores and pondin2' 22 Required Storage (surface + pores) Volume ro.75 x Line 101 692.11688 cubic-feet 23 Required Footprint [Line 22/ Line 18) x 12 15 sq-ft Footprint of the BMP 24 Area draining to the BMP 63,959 sq-ft 25 Adjusted Runoff Factor for drainage area (Refer to Appendix B. l and B.2) 0.68 26 Minimum BMP Footprint [Line 24 x Line 25 x 0.03) 1,298 sq-ft 27 Footprint of the BMP = Maximum(Minimum(Line 21, Line 23 ), Line 26) sq-ft 1,298 Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods Worksheet B.2-1 DCV -DMA-2 85,hpercentile 24-hr storm depth from Figure B.1 -1 2 Area tributary to BMP (s) 3 Area weighted runoff factor (estimate using Appendix B.1.1 and B.2.1) 4 Tree wells volume reduction 5 Rain barrels volume reduction 6 Calculate DCV = (3630 x C x d x A) -TCV -RCV Storm Water Standards January 2016 Edition B-10 d= A= C= TCV= RCV= DCV= 0.57 inches 1.296 acres 0.83 unitless 0 cubic-feet 0 cubic-feet 2,224 cubic-feet Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs -DMA-2 ~r.n-ma "''~ DCV after implementing retention BMPs 2 224 cubic- ' feet Partial Retention 2 Infiltration rate from Form 1-9 if partial infiltration is feasible 0.43 in/hr. 3 Allowable drawdown time for aggregate storage below the underdrain 36 hours 4 Depth of runoff that can be infiltrated fLine 2 x Line 31 15.48 inches 5 Aggregate pore space 0.40 in/in 6 Required depth of gravel below the underdrain f Line 4/ Line 51 38.7 inches 7 Assumed surface area of the biofiltration BMP 1660 sq-ft 8 Media retained pore storage 0.1 in/in 9 Volume retained by BMP [[Line 4 + (Line 12 x Line 8)]/12] x Line 7 2390.4 cubic- feet 10 DCV that requires biofiltration [Line l -Line 9] -166 cubic- feet BMP Parameters l l Surface Ponding f6 inch minimum, 12 inch maximuml 12 inches 12 Media Thickness [18 inches minimum], also add mulch layer thickness to 18 inches this line for sizing calculations 13 Aggregate Storage above underdrain invert (12 inches typical) -use 0 inches for sizing if the aggregate is not over the entire bottom surface area 15 inches 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 filtration is controlled by the outlet, use the outlet controlled rate) 5.00 in/hr. Baseline Calculations 16 Allowable Routing Time for sizing 6 hours 17 Depth filtered during storm [ Line 15 x Line 16] 30.00 inches 18 Depth of Detention Storage inches [Line 11 + (Line 12 x Line 14) + (Line 13 x Line 5)) 2l.6 19 Total Depth Treated [Line 17 + Line 18] 51.60 inches Option 1-Biofilter "1.5" times the DCV 20 Required biofiltered volume [l.5 x Line 10] -249.45 cubic-feet 21 Required Footprint [Line 20/ Line 191 x 12 -58 sq-ft Option 2 -Store 0. 75 of remaining DCV in pores and ponding 22 Required Storage (surface + pores) Volume f0.75 x Line 101 -124.7235 cubic-feet 23 Required Footprint [Line 22/ Line I 8] x 12 -69 sq-ft Footprint of the BMP 24 Area draining to the BMP 56,438 sq-ft 25 Adjusted Runoff Factor for drainage area (Refer to Appendix B. l and B.2) 0.83 26 Minimum BMP Footprint [Line 24 x Line 25 x 0.03] 1,405 sq-ft 27 Footprint of the BMP = Maximum(Minimum(Line 21, Line 23), Line 26) sq-ft 1,405 Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods Worksheet B.2-1 DCV -DMA-3 85,h percentile 24-hr storm depth from Figure B.1-1 2 Area tributary to BMP (s) 3 Area weighted runoff factor (estimate using Appendix B.1.1 and B.2.1) 4 Tree wells volume reduction 5 Rain barrels volume reduction 6 Calculate DCV = (3630 x C x d x A) -TCV -RCV Storm Water Standards January 2016 Edition B-10 d= A= C= TCV= RCV= DCV= 0.57 inches 0.108 acres 0.78 unitless 0 cubic-feet 0 cubic-feet 174 cubic-feet Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs -DMA-3 ~ Partial Retention 2 Infiltration rate from Fonn I-9 if partial infiltration is feasible 0.12 3 Allowable drawdown time for a!!1!regate storage below the underdrain 36 4 Depth of runoff that can be infiltrated rLine 2 x Line 31 4.32 5 A!!2-regate pore space 0.40 6 Required depth of gravel below the underdrain [Line 4/ Line 51 10.8 7 Assumed surface area of the biofiltration BMP 380 8 Media retained pore storage 0.1 9 Volume retained by BMP [[Line 4 + (Line 12 x Line 8))/12) x Line 7 193.8 10 DCV that requires biofiltration [Line l -Line 9) -20 BMP Parameters 11 Surface Ponding r6 inch minimum, 12 inch maximuml 12 12 Media Thickness [18 inches minimum], also add mulch layer thickness to 18 this line for sizing calculations 13 Aggregate Storage above underdrain invert (12 inches typical) -use O inches for sizing if the aggregate is not over the entire bottom surface area 27 14 Media available pore soace 0.2 15 Media filtration rate to be used for sizing (5 in/hr. with no outlet control; if the filtration is controlled by the outlet, use the outlet controlled rate) 5.00 Baseline Calculations 16 Allowable Routing Time for sizing 6 17 Depth filtered during stonn [ Line 15 x Line 16) 30.00 18 Depth of Detention Storage [Line 11 + (Line 12 x Line 14) + (Line 13 x Line 5)) 26.4 19 Total Depth Treated [Line 17 + Line 18) 56.40 Option 1-Biofilter "1.5" times the DCV 20 Required biofiltered volume [ 1.5 x Line I OJ -29.92 21 Required Footprint rLine 20/ Line 191 x 12 -6 Option 2 -Store 0. 75 of remainin2 DCV in pores and ponding 22 Required Storage (surface+ oores) Volume ro.75 x Line I 01 -14.95965 23 Required Footprint [Line 22/ Line 18) x 12 -7 Footprint of the BMP 24 Area draining to the BMP 4,706 25 Adjusted Runoff Factor for drainage area (Refer to Appendix B. l and B.2) 0.78 26 Minimum BMP Footprint [Line 24 x Line 25 x 0.03) 110 27 Footprint of the BMP = Maximum(Minimum(Line 21, Line 23), Line 26) 110 feet in/hr. hours inches in/in inches sq-ft in/in cubic- feet cubic- feet inches inches inches in/in in/hr. hours inches inches inches cubic-feet sq-ft cubic-feet sq-ft sq-ft sq-ft sq-ft .... ... ... ... ... ... .. 1111 111111 1111 .. 1111 111111 111111 .. .. .. ,,. .. .. 1111 .. 1111 .. ... 1111 ,. 111111 .. 1111 ATTACHMENT 2 BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES This is the cover sheet for Attachment 2 . Indicate which Items are Included behind this cover sheet: Attachment Contents Checklist Sequence Attachment 2a Hydromodification Management ~ 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 WMAA Critical is required, additional analyses are Coarse Sediment Yield Area Map optional) (Required) See Section 6.2 of the BMP Design Optional analyses for Critical Coarse Manual. Sediment Yield Area Determination I l 6.2.1 Verification of Geomorphic Landscape Units Onsite □ 6.2.2 Downstream Systems Sensitivity to Coarse Sediment l I6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite Attachment 2c Geomorphic Assessment of Receiving ~ Not performed Channels (Optional) I I 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 Design Manual Use this checklist to ensure the required information has been included on the Hydromodification Management Exhibit: The Hydromodification Management Exhibit must identify: r J Underlying hydrologic soil group CJ Approximate depth to groundwater n Existing natural hydrologic features ( watercourses, seeps, springs, wetlands) LJ Critical coarse sediment yield areas to be protected (if present) n Existing topography □ Existing and proposed site drainage network and connections to drainage offsite □ Proposed grading ll Proposed impervious features 11 Proposed design features and surface treatments used to minimize imperviousness Cl Point(s) of Compliance (POC) for Hydromodification Management n Existing and proposed drainage boundary and drainage area to each POC (when necessary, create separate exhibits for pre-development and post-project conditions) □ Structural BMPs for hydromodification management (identify location, type of BMP, and size/detail) 1111 ... .. .. .. .. .. .. .. .. .. ..., ... ... ., .. ... .. ... ... .. .. - DMA-3.3 NOTE S: 1. NO GROUNDWATER WAS ENCOUNTERED \\1THIN THE BORING DEPTH OF 16.5 FEET. GROUNDWATER WAS FOUND ON AN ADJACENT SITE AT AROUND 19 TO 20 FEET DEEP. 2. EXISTING HYDROLOGIC SOIL GROUP ONSITE PER THE USGS SOIL SURVEY IS "TYPE B". 3. THERE ARE NO CRITICAL COARSE SEDlijENT YlELD AREAS TO BE PROTECTED ONSITE. 4. All DMA'S DRAIN TO ONSITE BMP'S. BMP NOTES: 1. ENGINEERED SOIL lAYER SHALL BE MINIMUij 1 B" DEEP SANDY LOAM SOIL MIX WITH NO MORE THAN 5% ClAY CONTENT. THE MIX SHALL CONTAIN 50-60% SAND, 20-30% COMPOST OR HARDWOOD MULCH, AND 20-30% TOPSOIL. 2. NO COMPACTION OF NATM: SOILS SHALL OCCUR DIRECTlLY BENEATH BMP FACILITY. 3. STORMTANK MODULE 20 SERIES OR EQUIVALENT TO BE INSTALLED PER PLAN AND MANUFACTURER'S RECOMMENDATIONS. 4. BMP 1 AND BMP 2 WILL INCLUDE A 6" PIPE CONNECTING THE BIOFILTRATION BASINS TO THEIR RESPECTIVE STORMTANK. BOTH THE BIOLFILTRATION BASINS AND STORMTANK WILL BE USED FOR HYDROMODIFICATION. A 12" PIPE WILL CONNECT EACH STORMTANK TO A STORM DRAIN CLEANOUT THEN TO THE PUBLIC STORM SYSTEM. . ' ' -I I DMA-1.3 DMA-1.2 /. DMA-1.3 / . :-t:111 < ylil •. ·.·. ,~-~___,, •-\ . : ·.· -< ... ,<: · .. ~ 1~--;e"'-F""'~ . ·.:. -. _. .. .-.... . ·\ -:_:-:::-.::· .. ~ SD Asph. (/] I I I ~!g'H---SD _,/--~D . . . I . . . '• '---SD/ ---I ) ,I I I I I I I I \ .• I LEGEND ITEM SUBDIV1SION BOUNDARY DMA-AREA HYDROLOGIC SOIL GROUP LJNE HARDSCAPE/ROOF LANDSCAPE DMA BOUNDARY BIOFIL TRA TION BASIN PER~OUS PAVEMENT FLOW DIRECTION EDGE OF PAVEijENT (PER PLAN) ATTACHMENT 2A HMP EXHIBIT SYMBOL DMA-X --) PERVIOUS CONCRETE I I I ' I ... ·.• .c·. ~~~--·-"F ~-r,-.;c=c;;c· -~l----) DMA-2.1 I \ SJORMTAN M 20 SERIE EQUIVAl£N 1' RISER HEIGHT ENERGY DISSIPATION MIN. 18" MEDIA 111TH -~ MIN. 5 IN/HR FILTRATION RATE *SEE BMP NOTES & TABLE 4" WASHED PEA GRAVEL 6" PERFORATED PIPE :sz_ STORAGE LAYER EXISTING *SEE BMP NOTES UNCOMPACTED & TABLE SOILS DMA-2.2 t--tfl-....:_.f· " •i ' . IIF~~':il·.· ~-, .,, '----t_; _ _.,:,,,./}}{-:;x-.. : .. •: • ~ • e < • i ~ e • I .,,-,__, A-1. . · .. -. ·: \.f-)·:-~•::~-::-t :::::::=c-;:;-~--!1 ~;;~~·~· ;t=1 -";·t:·,~~·~·-~t,~---:: 1 > ---~ +-----+---Ill : ;\ 0 ~~ S6T 28' 48"W 24"X 24" (INSIDE DIM .) PCC. BOX 3.5• AC OVER 5" BASE \ TO BE BUILT FOR 100-YEAR PER GEOTECHNICAL STORM OVERFLOW RECOMMEND A TlONS TG;SEE PLAN 211 -060-17 494.59' PR . ACCESS MANHOLE FOR MAIN TENANCE • 0 ..,.u 3" WELL-AGED, SHREDDED LRDWOOD MULCH ' ' • V PR. STORMTANK PER PLAN -t ~~ r;::;::::::±::=::±==::;::i -N y, · DEEP ROOTED. DENSE. DROUGHT ... @ TOLERANT PLANTING SUITABLE FOR WELL DRAINED SOIL y" STORAGE LA YER CLASS 2 OR 3/8" WASHED GRAVEL 6" PVC STORM DRAIN CONNECT TO STQRijTANK FOR HYDROMODIFICA TION & 0100 FLOWS 6" SD FROM BIOFIL TRA TION BASIN -ci ORIFICE PER TABLE BELOW RETAINING WALL INSTALL ORIFICE PLATE DIAMETER PER TABLE HEREON WEIR b, N 12" SD OUTlLET TO CONNECT TO PUBUC SD SYSTEM 24"X24" RISER FOR 0100 OVERFLOW BIOFILTRATION BASIN W/ PARTIAL RETENTION WITH RETAIN IN G WALL (BMP -1 &2) ID# BMP-1 BMP-2 BMP-3 \ I / I 1 / I BMP TYPE AREA(SF) BIOFILTIRATION (PR-1) 1,451 BIOFILTIRATION (PR-1) 1,660 BIOFILTIRATION (PR-1) 380 I I I TABLE ORIFICE DIA (IN) 0.5 2.0 0.12 □ RISER GRAVEL UNDERGOUND HEIGHT DEPTH STORM TANK "X" (IN) "y" (IN) AREA (SF) 12 18 1,850 12 18 1,338 12 30 N/A STORMTANK ORIFICE DIA (IN} 0.48 0.4 N/A 4" WASHED PEA GRAVEL 3" WALL DRAIN 6" PERFORATED PIPE RETAINING WALL PERVIOUS CONCRETE SECTION N.T.S. EXISTING NA Tl VE SUBGRADE DIMENSION PER PLAN FG PER • LAN l --------------11irnfil1Tlffl 11=11 I INSTALL 24"X24" STORM DRAIN CATCH BASIN FOR 100-YEAR STORM OVERFLOW LANDSCAPING PER FINAL LANDSCAPE ARCHITECTURAL PLANS COMPACTED SUBGRADE 3• NON-FLOATING MULCH 18" BIO-FILTRATION SOIL MEDIA INSTALJLED PER MANUFACTURES RECOMMENDATIONS (MIN 5 IN/HR INFILTIRATION RATE) Y" STORAGE LA YER CLASS 2 OR 3/8" WASHED GRAVEL INSTALL ORIFICE PLATE DIAMETER PER TABLE HEREON 6" PVC STORM DRAIN FOR 100-YEAR OVERFLOW CONNECT TO EXISTING PUBUC STORM DRAIN SYSTEM BIOFILTRATION BASIN W/ PARTIAL RETENTION ' WI TH RETAINING WALL (BMP -3) NTS ~--~ Construction Testing & Engineering, Inc. Cl E Ne Inspection I Testing I Geotechnlcal I Environmental & Construction Engineering I ~ 1441 Montiel Road, Suite 115, Escondido, CA 92026 Phone: (760) 746 -4955 Civil Engineering I Surveying Fax: (760) 746 -9806 ATTACHMENT 2A HMP EXH IBIT ;;:;L _____________________________________ _!N~TS:,_ ______________________________________________________________________________________ _._ _______ ____, -- Legend --• Regional WMAA Streams Watershed Boundaries Municipal Boundaries Rivers & Streams i --•---------------·--· 1 Potential Critical Coarse Sediment Yield Areas Potential Critical Coarse Sediment Yield Areas Regional San Diego County Watersheds . . REACH ID NAME 1 Santa Margarita River ,!;< 2 San Luis Rey River [ 3 1 Buena Vista Creek ~ ···1 4 Agua Hedionda Creek ) 5 San Marcos Creek '- \,. ...,__ 6 Encinitas Creek 7 Cottonwood Creek (Carlsbad WMA) 8 Escondido Creek 9 San Dieguito Creek -Reach 1 10 San Dieguito Creek -Reach 2 11 Lusardi Creek 12 Los Penasquitos / Poway Creek l ----1-------------------1~ 13 14 15 16 17 18 19 20 21 22 23 24 ' 25 26 27 . . MilesO Exhibit Date: Sept. 8, 2014 Rattlesnake Creek Carroll Canyon Creek Rose Creek San Diego River Sycamore Creek Woodglen Vista Creek San Vicente Creek Forester Creek Chollas Creek Sweetwater River -Reach 1 Sweetwater River -Reach 2 Otay River Jamul / Dulzura Creek Tijuana River Cottonwood Creek (Tijuana WMA) ~/,---._ :.';---: •• ' -. I ----01 -, T A . 5 10 . Geosyntec l> RICK consultants ENGINEERTNG COMPANY (j ' A 15 SDHM3.1 PROJECT REPORT General Model Information Project Name: Site Name: Site Address: City: Report Date: Gage: Data Start: Data End: Timestep: Precip Scale: Version Date: OMA -1 10-27-20 1312D -CTE -Toyota-COMBINED 5424 Paseo del Norte Carlsbad, CA 92008 3/16/2021 ENCINITA 10/01/1963 09/30/2004 Hourly 1.000 2020/04/07 POC Thresholds Low Flow Threshold for POC1: High Flow Threshold for POC1: OMA -1 _ 10-27-20 10 Percent of the 2 Year 10 Year 3/16/2021 8:54:39 AM Page 2 --Landuse Basin Data -Predeveloped Land Use -Basin 1 -Bypass: No -Groundwater: No --Pervious Land Use acre B,NatVeg,Flat 1.468 -Pervious Total 1.468 -Impervious Land Use acre --Impervious Total 0 -Basin Total 1.468 -Element Flows To: .. Surface lnterflow Groundwater -.. -.. --• -.. ... • - • -.. .. • .. " ... .. DMA -1_ 10-27-20 3/16/2021 8:54:39 AM Page 3 .. .. -i -Mitigated Land Use .. DMA1 .. Bypass: No .. GroundWater: No .. Pervious Land Use acre B, UrbNolrr, Flat 0.114 ... .. Pervious Total 0.114 .. Impervious Land Use acre IMPERVIOUS-FLAT 1.036 - Impervious Total 1.036 --Basin Total 1.15 - Element Flows To: -Surface lnterflow Groundwater Surface BMP-1 Surface BMP-1 ---.. --., ------ • - • • .. -... .. .. OMA -1_ 10-27-20 3/16/2021 8:54:39 AM Page4 .. .. .. Routing Elements ... Predeveloped Routing ... ... .. ... .. ... .. .. .. .. 11111 .. .. .. 11111 .. .. 1111 1111 .. • .. ... .. -.. .. ... .. .. 1111 !la .. DMA -1_ 10-27-20 3/16/2021 8:54:39 AM Page 5 .. .. Mitigated Routing BMP-1 Bottom Length: Bottom Width: Material thickness of first layer: Material type for first layer: Material thickness of second layer: Material type for second layer: Material thickness of third layer: Material type for third layer: Infiltration On Infiltration rate: Infiltration safety factor: Total Volume Infiltrated (ac-ft.): Total Volume Through Riser (ac-ft.): Total Volume Through Facility (ac-ft.): Percent Infiltrated: Total Precip Applied to Facility: Total Evap From Facility: Underdrain used Underdrain Diameter (feet): Orifice Diameter (in.): Offset (in.): Flow Through Underdrain (ac-ft.): Total Outflow (ac-ft.): Percent Through Underdrain: Discharge Structure Riser Height: 1 ft. Riser Diameter: 24 in. Element Flows To: Outlet 1 Outlet 2 STORMTANK MODULE 20 Biofilter Hydraulic Table 38.10 ft. 38.10ft. 0.25 Mulch 1.5 ESM 1.5 GRAVEL 0.21 1 15.022 4.582 27.003 55.63 0.838 0.99 0.5 0.5 3 7.399 27.003 27.4 Stage(feet) 0.0000 0.0495 0.0989 0.1484 0.1978 0.2473 0.2967 0.3462 0.3956 0.4451 0.4945 0.5440 0.5934 0.6429 0.6923 0.7418 0.7912 0.8407 0.8901 0.9396 Area(ac.) 0.0333 0.0333 0.0333 0.0333 0.0333 0.0333 0.0333 0.0333 0.0333 0.0333 0.0333 0.0333 0.0333 0.0333 0.0333 0.0333 0.0333 0.0333 0.0333 0.0333 Volume(ac-ft.) 0.0000 Discharge(cfs) lnfilt(cfs) 0.0000 0.0000 0.0005 0.0000 0.0000 0.0010 0.0000 0.0000 0.0015 0.0000 0.0000 0.0020 0.0000 0.0000 0.0025 0.0000 0.0000 0.0030 0.0000 0.0000 0.0035 0.0020 0.0020 0.0040 0.0029 0.0029 0.0044 0.0035 0.0035 0.0049 0.0049 0.0049 0.0054 0.0056 0.0056 0.0059 0.0071 0.0071 0.0064 0.0071 0.0071 0.0069 0.0071 0.0071 0.0074 0.0071 0.0071 0.0079 0.0071 0.0071 0.0084 0.0071 0.0071 0.0089 0.0071 0.0071 0.0094 0.0071 0.0071 OMA -1 _ 10-27-20 3/16/2021 8:54:39 AM ~ .. ~ ... .. I .. .., .Iii Ill) .. .. ... ~ .. .. .. .. ... -ii .. ~ ... ~ .. .. ... .. ... .. .. .. .. .. .. ... ""' Page 6 1111111 .. .. .. 0.9890 0.0333 0.0099 0.0071 0.0071 -1.0385 0.0333 0.0104 0.0071 0.0071 ... 1.0879 0.0333 0.0109 0.0071 0.0071 1.1374 0.0333 0.0114 0.0071 0.0071 .. 1.1868 0.0333 0.0119 0.0071 0.0071 1.2363 0.0333 0.0124 0.0071 0.0071 .. 1.2857 0.0333 0.0129 0.0071 0.0071 1.3352 0.0333 0.0133 0.0071 0.0071 .. 1.3846 0.0333 0.0138 0.0071 0.0071 .. 1.4341 0.0333 0.0143 0.0071 0.0071 1.4835 0.0333 0.0148 0.0071 0.0071 -1.5330 0.0333 0.0153 0.0071 0.0071 1.5824 0.0333 0.0158 0.0071 0.0071 .. 1.6319 0.0333 0.0163 0.0071 0.0071 1.6813 0.0333 0.0168 0.0071 0.0071 -1.7308 0.0333 0.0173 0.0071 0.0071 .. 1.7802 0.0333 0.0180 0.0071 0.0071 1.8297 0.0333 0.0187 0.0071 0.0071 .. 1.8791 0.0333 0.0194 0.0071 0.0071 1.9286 0.0333 0.0200 0.0071 0.0071 .. 1.9780 0.0333 0.0207 0.0071 0.0071 2.0275 0.0333 0.0214 0.0071 0.0071 .. 2.0769 0.0333 0.0221 0.0071 0.0071 .. 2.1264 0.0333 0.0228 0.0071 0.0071 2.1758 0.0333 0.0235 0.0071 0.0071 .. 2.2253 0.0333 0.0241 0.0071 0.0071 2.2747 0.0333 0.0248 0.0071 0.0071 .. 2.3242 0.0333 0.0255 0.0071 0.0071 2.3736 0.0333 0.0262 0.0071 0.0071 -2.4231 0.0333 0.0269 0.0071 0.0071 .. 2.4725 0.0333 0.0276 0.0071 0.0071 2.5220 0.0333 0.0282 0.0071 0.0071 2.5714 0.0333 0.0289 0.0071 0.0071 .. 2.6209 0.0333 0.0296 0.0071 0.0071 1111 2.6703 0.0333 0.0303 0.0071 0.0071 2.7198 0.0333 0.0310 0.0071 0.0071 -2.7692 0.0333 0.0317 0.0071 0.0071 .. 2.8187 0.0333 0.0323 0.0071 0.0071 2.8681 0.0333 0.0330 0.0071 0.0071 2.9176 0.0333 0.0337 0.0071 0.0071 .. 2.9670 0.0333 0.0344 0.0071 0.0071 .. 3.0165 0.0333 0.0351 0.0071 0.0071 3.0659 0.0333 0.0358 0.0071 0.0071 .. 3.1154 0.0333 0.0365 0.0071 0.0071 .. 3.1648 0.0333 0.0371 0.0071 0.0071 3.2143 0.0333 0.0378 0.0071 0.0071 3.2500 0.0333 0.0383 0.0071 0.0071 .. Biofilter Hydraulic Table .. .. Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)lnfilt(cfs) 3.2500 0.0333 0.0383 0.0000 0.1680 0.0000 3.2995 0.0333 0.0400 0.0000 0.1680 0.0000 .. 3.3489 0.0333 0.0416 0.0000 0.2071 0.0000 3.3984 0.0333 0.0433 0.0000 0.2126 0.0000 .. 3.4478 0.0333 0.0449 0.0000 0.2182 0.0000 .. 3.4973 0.0333 0.0466 0.0000 0.2237 0.0000 3.5467 0.0333 0.0482 0.0000 0.2292 0.0000 .. 3.5962 0.0333 0.0498 0.0000 0.2348 0.0000 .. OMA -1_ 10-27-20 3/16/2021 8:54:39 AM Page 7 .. .. --.. 3.6456 0.0333 0.0515 0.0000 0.2403 0.0000 3.6951 0.0333 0.0531 0.0000 0.2459 0.0000 ., 3.7445 0.0333 0.0548 0.0000 0.2514 0.0000 I 3.7940 0.0333 0.0564 0.0000 0.2569 0.0000 ... 3.8434 0.0333 0.0581 0.0000 0.2625 0.0000 3.8929 0.0333 0.0597 0.0000 0.2680 0.0000 ., 3.9423 0.0333 0.0614 0.0000 0.2736 0.0000 -' 3.9918 0.0333 0.0630 0.0000 0.2791 0.0000 4.0412 0.0333 0.0647 0.0000 0.2846 0.0000 ., 4.0907 0.0333 0.0663 0.0000 0.2902 0.0000 .. 4.1401 0.0333 0.0680 0.0000 0.2957 0.0000 4.1896 0.0333 0.0696 0.0000 0.3012 0.0000 , 4.2390 0.0333 0.0713 0.0000 0.3068 0.0000 4.2885 0.0333 0.0729 0.0000 0.3123 0.0000 .; 4.3379 0.0333 0.0746 0.0000 0.3179 0.0000 4.3874 0.0333 0.0762 0.0000 0.3234 0.0000 ~ 4.4368 0.0333 0.0779 0.0000 0.3289 0.0000 4.4863 0.0333 0.0795 0.0000 0.3345 0.0000 ... 4.5000 0.0333 0.0800 0.0000 0.3360 0.0000 --' "" .. ~ ,,,, ~ .., .. ... ., .. ., ... ... ... .. ""' .. ... .. ... --... --... OMA -1 _ 10-27-20 3/16/2021 8:54:39 AM Page8 .., .. --.. .. .. • • • • .. .. .. • ... .. • .. .. .. Surface BMP-1 Element Flows To: Outlet 1 Outlet 2 STORMTANK MODUI...IBJ\M0-1 OMA -1_ 10-27-20 3/16/2021 8:54:39 AM Page 9 PERVIOUS CONCRETE Pavement Area:0.3197 acre.Pavement Length:118.00 ft. Pavement Width: 118.00 ft. Pavement thickness: Pour Space of Pavement: Pavement slope 0.33 0.4 1:0 To 1 Material thickness of second layer: 1 Pour Space of material for second layer: 0.4 Material thickness of third layer: 0 Pour Space of material for third layer: 0 Infiltration On Infiltration rate: Infiltration safety factor: Total Volume Infiltrated (ac-ft.): 0.21 Total Volume Through Riser (ac-ft.): 1 8.016 0 8.016 100 Total Volume Through Facility (ac-ft.): Percent Infiltrated: Total Precip Applied to Facility: Total Evap From Facility: Element Flows To: Outlet 1 Surface BMP-1 Outlet 2 0 0.313 Porous Pavement Hydraulic Table Stage(feet) 0.0000 0.0148 0.0296 0.0443 0.0591 0.0739 0.0887 0.1034 0.1182 0.1330 0.1478 0.1626 0.1773 0.1921 0.2069 0.2217 0.2364 0.2512 0.2660 0.2808 0.2956 0.3103 0.3251 0.3399 0.3547 0.3694 0.3842 0.3990 0.4138 0.4286 0.4433 DMA -1_ 10-27-20 Area(ac.) 0.319 0.319 0.319 0.319 0.319 0.319 0.319 0.319 0.319 0.319 0.319 0.319 0.319 0.319 0.319 0.319 0.319 0.319 0.319 0.319 0.319 0.319 0.319 0.319 0.319 0.319 0.319 0.319 0.319 0.319 0.319 Volume(ac-ft.) Discharge(cfs) lnfilt(cfs) 0.000 0.000 0.000 0.001 0.000 0.067 0.003 0.000 0.067 0.005 0.000 0.067 0.007 0.000 0.067 0.009 0.000 0.067 0.011 0.000 0.067 0.013 0.000 0.067 0.015 0.000 0.067 0.017 0.000 0.067 0.018 0.000 0.067 0.020 0.000 0.067 0.022 0.000 0.067 0.024 0.000 0.067 0.026 0.000 0.067 0.028 0.000 0.067 0.030 0.000 0.067 0.032 0.000 0.067 0.034 0.000 0.067 0.035 0.000 0.067 0.037 0.000 0.067 0.039 0.000 0.067 0.041 0.000 0.067 0.043 0.000 0.067 0.045 0.000 0.067 0.047 0.000 0.067 0.049 0.000 0.067 0.051 0.000 0.067 0.052 0.000 0.067 0.054 0.000 0.067 0.056 0.000 0.067 3/16/2021 8:54:39 AM --------., -----------.. .. • ., .. .. .. • • • • • .. • .. Page 10 . ,.. ... 0.4581 0.319 0.058 0.000 0.067 ,. 0.4729 0.319 0.060 0.000 0.067 .. 0.4877 0.319 0.062 0.000 0.067 0.5024 0.319 0.064 0.000 0.067 .. 0.5172 0.319 0.066 0.000 0.067 0.5320 0.319 0.068 0.000 0.067 ... 0.5468 0.319 0.069 0.000 0.067 0.5616 0.319 0.071 0.000 0.067 .. 0.5763 0.319 0.073 0.000 0.067 ... 0.5911 0.319 0.075 0.000 0.067 0.6059 0.319 0.077 0.000 0.067 .. 0.6207 0.319 0.079 0.000 0.067 0.6354 0.319 0.081 0.000 0.067 .. 0.6502 0.319 0.083 0.000 0.067 0.6650 0.319 0.085 0.000 0.067 .. 0.6798 0.319 0.086 0.000 0.067 11111 0.6946 0.319 0.088 0.000 0.067 0.7093 0.319 0.090 0.000 0.067 .. 0.7241 0.319 0.092 0.000 0.067 0.7389 0.319 0.094 0.000 0.067 .. 0.7537 0.319 0.096 0.000 0.067 0.7684 0.319 0.098 0.000 0.067 .. 0.7832 0.319 0.100 0.000 0.067 .. 0.7980 0.319 0.102 0.000 0.067 0.8128 0.319 0.103 0.000 0.067 -0.8276 0.319 0.105 0.000 0.067 0.8423 0.319 0.107 0.000 0.067 .. 0.8571 0.319 0.109 0.000 0.067 0.8719 0.319 0.111 0.000 0.067 ,. 0.8867 0.319 0.113 0.000 0.067 .. 0.9014 0.319 0.115 0.000 0.067 0.9162 0.319 0.117 0.000 0.067 ... 0.9310 0.319 0.119 0.000 0.067 0.9458 0.319 0.120 0.000 0.067 .. 0.9606 0.319 0.122 0.000 0.067 0.9753 0.319 0.124 0.000 0.067 .. 0.9901 0.319 0.126 0.000 0.067 .. 1.0049 0.319 0.128 0.000 0.067 1.0197 0.319 0.130 0.000 0.067 ,. 1.0344 0.319 0.132 0.000 0.067 1.0492 0.319 0.134 0.000 0.067 .. 1.0640 0.319 0.136 0.000 0.067 1.0788 0.319 0.137 0.000 0.067 .. 1.0936 0.319 0.139 0.000 0.067 .. 1.1083 0.319 0.141 0.000 0.067 1.1231 0.319 0.143 0.000 0.067 1.1379 0.319 0.145 0.000 0.067 .. 1.1527 0.319 0.147 0.000 0.067 .. 1.1674 0.319 0.149 0.000 0.067 1.1822 0.319 0.151 0.000 0.067 ,. 1.1970 0.319 0.153 0.000 0.067 .. 1.2118 0.319 0.154 0.000 0.067 1.2266 0.319 0.156 0.000 0.067 1.2413 0.319 0.158 0.000 0.067 .. 1.2561 0.319 0.160 0.000 0.067 .. 1.2709 0.319 0.162 0.000 0.067 1.2857 0.319 0.164 0.000 0.067 .. 1.3004 0.319 0.166 0.000 0.067 .. OMA -1_ 10-27-20 3/16/2021 8:54:39 AM Page 11 .. .. , --1.3152 0.319 0.168 0.000 0.067 1.3300 0.319 0.172 0.000 0.067 , .. ., .. ., .. , .. ., .. .. ... , ... ., ... ., .. ., ""' ., .ii -, ... .. ... .. .. ., ... .. .. ., ... DMA -1_ 10-27-20 3/16/2021 8:54:39 AM Page 12 .. .. -------- .. 41 • • .. .. ... • STORMTANK MODULE 20 Width: 68 ft. Length: 28 ft. Depth: 4 ft. Infiltration On Infiltration rate: 0.21 Infiltration safety factor: 1 Total Volume Infiltrated (ac-ft.): Total Volume Through Riser (ac-ft.): 8.432 3.549 11.982 70.37 0 Total Volume Through Facility (ac-ft.): Percent Infiltrated: Total Precip Applied to Facility: Total Evap From Facility: Discharge Structure Riser Height: Riser Diameter: Notch Type: Notch Width: Notch Height: Orifice 1 Diameter: Element Flows To: 3 ft. 24 in. Rectangular 1.000 ft. 0.100 ft . 0 0.48 in. Elevation:0 ft . Outlet 1 Outlet 2 Vault Hydraulic Table Stage(feet) 0.0000 0.0444 0.0889 0.1333 0.1778 0.2222 0.2667 0.3111 0.3556 0.4000 0.4444 0.4889 0.5333 0.5778 0.6222 0.6667 0.7111 0.7556 0.8000 0.8444 0.8889 0.9333 0.9778 1.0222 1.0667 1.1111 1.1556 1.2000 1.2444 1.2889 OMA -1_ 10-27-20 Area(ac.) 0.043 0.043 0.043 0.043 0.043 0.043 0.043 0.043 0.043 0.043 0.043 0.043 0.043 0.043 0.043 0.043 0.043 0.043 0.043 0.043 0.043 0.043 0.043 0.043 0.043 0.043 0.043 0.043 0.043 0.043 Volume(ac-ft.) Discharge(cfs) lnfilt(cfs) 0.000 0.000 0.000 0.001 0.001 0.009 0.003 0.001 0.009 0.005 0.002 0.009 0.007 0.002 0.009 0.009 0.002 0.009 0.011 0.003 0.009 0.013 0.003 0.009 0.015 0.003 0.009 0.017 0.004 0.009 0.019 0.004 0.009 0.021 0.004 0.009 0.023 0.004 0.009 0.025 0.004 0.009 0.027 0.004 0.009 0.029 0.005 0.009 0.031 0.005 0.009 0.033 0.005 0.009 0.035 0.005 0.009 0.036 0.005 0.009 0.038 0.005 0.009 0.040 0.006 0.009 0.042 0.006 0.009 0.044 0.006 0.009 0.046 0.006 0.009 0.048 0.006 0.009 0.050 0.006 0.009 0.052 0.006 0.009 0.054 0.007 0.009 0.056 0.007 0.009 3/16/2021 8:54:39 AM Page 13 ----~-,,-----.---,-· --~ ---. -------------~ ---1.3333 0.043 0.058 0.007 0.009 1.3778 0.043 0.060 0.007 0.009 -1.4222 0.043 0.062 0.007 0.009 -1.4667 0.043 0.064 0.007 0.009 1.5111 0.043 0.066 0.007 0.009 -1.5556 0.043 0.068 0.007 0.009 1.6000 0.043 0.069 0.007 0.009 -1.6444 0.043 0.071 0.008 0.009 1.6889 0.043 0.073 0.008 0.009 -· 1.7333 0.043 0.075 0.008 0.009 -1.7778 0.043 0.077 0.008 0.009 1.8222 0.043 0.079 0.008 0.009 ., 1.8667 0.043 0.081 0.008 0.009 1.9111 0.043 0.083 0.008 0.009 -1.9556 0.043 0.085 0.008 0.009 2.0000 0.043 0.087 0.008 0.009 -2.0444 0.043 0.089 0.008 0.009 -2.0889 0.043 0.091 0.009 0.009 2.1333 0.043 0.093 0.009 0.009 -2.1778 0.043 0.095 0.009 0.009 2.2222 0.043 0.097 0.009 0.009 .. 2.2667 0.043 0.099 0.009 0.009 2.3111 0.043 0.101 0.009 0.009 -2.3556 0.043 0.103 0.009 0.009 ... 2.4000 0.043 0.104 0.009 0.009 2.4444 0.043 0.106 0.009 0.009 -2.4889 0.043 0.108 0.009 0.009 2.5333 0.043 0.110 0.010 0.009 .... 2.5778 0.043 0.112 0.010 0.009 2.6222 0.043 0.114 0.010 0.009 -2.6667 0.043 0.116 0.010 0.009 .. 2.7111 0.043 0.118 0.010 0.009 2.7556 0.043 0.120 0.010 0.009 • 2.8000 0.043 0.122 0.010 0.009 2.8444 0.043 0.124 0.010 0.009 • 2.8889 0.043 0.126 0.010 0.009 2.9333 0.043 0.128 0.031 0.009 .. 2.9778 0.043 0.130 0.083 0.009 " 3.0222 0.043 0.132 0.186 0.009 3.0667 0.043 0.134 0.481 0.009 . 3.1111 0.043 0.136 0.901 0.009 3.1556 0.043 0.137 1.414 0.009 3.2000 0.043 0.139 2.003 0.009 3.2444 0.043 0.141 2.654 0.009 • 3.2889 0.043 0.143 3.356 0.009 3.3333 0.043 0.145 4.095 0.009 3.3778 0.043 0.147 4.862 0.009 3.4222 0.043 0.149 5.642 0.009 3.4667 0.043 0.151 6.424 0.009 3.5111 0.043 0.153 7.195 0.009 3.5556 0.043 0.155 7.943 0.009 3.6000 0.043 0.157 8.657 0.009 3.6444 0.043 0.159 9.325 0.009 3.6889 0.043 0.161 9.940 0.009 3.7333 0.043 0.163 10.49 0.009 3.7778 0.043 0.165 10.98 0.009 3.8222 0.043 0.167 11.40 0.009 3.8667 0.043 0.169 11.77 0.009 OMA -1_ 10-27-20 3/16/2021 8:54:39 AM Page 14 --3.9111 0.043 0.171 12.07 0.009 -3.9556 0.043 0.172 12.34 0.009 -4.0000 0.043 0.174 12.58 0.009 4.0444 0.043 0.176 12.99 0.009 -4.0889 0.000 0.000 13.26 0.000 --------------.. .. -.. - • - • -- • .. .. • • • • OMA -1 _ 10-27-20 3/16/2021 8:54:39 AM Page 15 .. • Analysis Results POC 1 0.29 • .. O.Z2 ~ ~ 0 0.15 .J 11. 0.08 0.01 HE·• 111:·J 111:·2 lCl:·1 10 100 ... ,-1------------------j , ... , 05 1 2 5 10 iO JO 50 XI IO 90 16 • • 9'5 I P•ro •nt "Tlm-Ex.c-•dlng + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 1.468 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.114 Total Impervious Area: 1.355651 Flow Frequency Method: Cunnane Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.096979 5 year 0.207223 1 O year 0.290946 25 year 0.554863 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.007026 5 year 0.017343 10 year 0.156807 25 year 0.245198 OMA -1_ 10-27-20 3/16/2021 8:54:39 AM Page 16 .. .. Duration Flows .. The Facility PASSED 1111 .. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0097 403 438 108 Pass .. 0.0125 296 62 20 Pass 0.0154 236 59 25 Pass .. 0.0182 204 57 27 Pass .. 0.0211 184 56 30 Pass 0.0239 166 52 31 Pass .. 0.0267 152 42 27 Pass 111111 0.0296 139 38 27 Pass 0.0324 126 37 29 Pass 0.0353 117 35 29 Pass .. 0.0381 113 32 28 Pass .. 0.0409 106 32 30 Pass 0.0438 98 32 32 Pass .. 0.0466 96 30 31 Pass 0.0495 95 28 29 Pass .. 0.0523 94 26 27 Pass 0.0552 92 26 28 Pass .. 0.0580 86 25 29 Pass .. 0.0608 82 24 29 Pass 0.0637 77 24 31 Pass .. 0.0665 73 24 32 Pass 0.0694 70 23 32 Pass .. 0.0722 68 23 33 Pass 0.0750 66 23 34 Pass .. 0.0779 64 22 34 Pass .. 0.0807 61 20 32 Pass 0.0836 57 19 33 Pass .. 0.0864 56 17 30 Pass 0.0892 54 16 29 Pass .. 0.0921 50 15 30 Pass 0.0949 48 15 31 Pass .. 0.0978 45 15 33 Pass Ill 0.1006 45 14 31 Pass 0.1034 43 14 32 Pass .. 0.1063 41 13 31 Pass 0.1091 40 12 30 Pass Ill 0.1120 37 12 32 Pass 0.1148 34 12 35 Pass .. 0.1177 32 12 37 Pass Ill 0.1205 31 12 38 Pass 0.1233 31 11 35 Pass .. 0.1262 29 11 37 Pass 0.1290 29 11 37 Pass .. 0.1319 28 11 39 Pass 0.1347 28 11 39 Pass .. 0.1375 28 11 39 Pass 1111 0.1404 28 11 39 Pass 0.1432 28 11 39 Pass .. 0.1461 25 11 44 Pass 0.1489 25 11 44 Pass .. 0.1517 25 10 40 Pass 0.1546 23 9 39 Pass .. 0.1574 23 9 39 Pass .. OMA -1_ 10-27-20 3/16/2021 8:54:45 AM Page 17 -.. .. .. 0.1603 23 8 34 Pass 0.1631 23 8 34 Pass , 0.1659 23 8 34 Pass .. 0.1688 22 8 36 Pass 0.1716 20 8 40 Pass :J 0.1745 20 8 40 Pass 0.1773 20 8 40 Pass 0.1802 17 8 47 Pass 0.1830 16 8 50 Pass , 0.1858 15 8 53 Pass 0.1887 15 8 53 Pass .. 0.1915 14 8 57 Pass ., 0.1944 13 8 61 Pass 0.1972 13 8 61 Pass .; 0.2000 13 8 61 Pass 0.2029 13 6 46 Pass ... 0.2057 13 6 46 Pass .. 0.2086 12 5 41 Pass 0.2114 12 4 33 Pass ., 0.2142 12 4 33 Pass I 0.2171 12 4 33 Pass .. 0.2199 12 4 33 Pass 0.2228 12 4 33 Pass ., 0.2256 10 4 40 Pass 0.2284 10 4 40 Pass .. 0.2313 9 4 44 Pass 0.2341 9 4 44 Pass ., 0.2370 9 4 44 Pass ~ 0.2398 9 4 44 Pass 0.2427 9 3 33 Pass J 0.2455 9 3 33 Pass 0.2483 9 3 33 Pass 0.2512 9 3 33 Pass 0.2540 8 3 37 Pass ... 0.2569 7 3 42 Pass .. 0.2597 7 3 42 Pass 0.2625 7 3 42 Pass 111111 0.2654 7 3 42 Pass .. 0.2682 7 3 42 Pass 0.2711 7 3 42 Pass 0.2739 7 3 42 Pass ., 0.2767 7 3 42 Pass .. 0.2796 7 3 42 Pass 0.2824 7 3 42 Pass .. 0.2853 6 3 50 Pass .. 0.2881 6 3 50 Pass 0.2909 6 3 50 Pass 1111111 .. ... "" ... ' .. .. .. DMA -1_ 10-27-20 3/16/2021 8:54:45 AM Page 18 ... .. .. .. ------ .. • • .. Water Quality Drawdown Time Results Pond: Days 1 2 3 4 5 STORMTANK MODULE 20 Stage{feet) 0.664 1.374 2.175 0.000 0.000 Percent of Total Run Time 0.7921 0.3558 0.1750 N/A N/A Maximum Stage: 3.000 Drawdown Time: 03 19:48:10 j(Total System) I DMA -1 _ 10-27-20 3/16/2021 8:54:45 AM Page 19 Model Default Modifications Total of O changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. OMA -1_ 10-27-20 3/16/2021 8:54:45 AM Page 20 .. .. -.. -.. --------.. .. .. • .. .. Appendix Predeveloped Schematic DMA -1_ 10-27-20 Basin 1 1.47ac 3/16/2021 8:54:45 AM Page 21 Mitigated Schematic OMA -1_ 10-27-20 PERVIOUS CONCRETE 3/16/2021 8:54:45 AM Page 22 • • .. • .. .. .. .. .. Predeveloped UC/ File RUN GLOBAL WWHM4 START model simulation 1963 10 01 OUTPUT LEVEL RUN INTERP RESUME 0 RUN 1 END GLOBAL FILES END 2004 09 30 3 0 UNIT SYSTEM 1 <File> <Un#> <-----------File Name------------------------------>*** <-ID-> WDM MESSU END FILES 26 25 27 28 30 OPN SEQUENCE INGRP PERLND COPY DISPLY END INGRP END OPN SEQUENCE DISPLY DISPLY-INFOl DMA -1 10-27-20.wdm PreDMA -1 10-27-20.MES PreDMA -l-10-27-20.L61 PreDMA -l-10-27-20.L62 POCDMA -1-10-27-201.dat 10 501 1 INDELT 00:60 *** # -#<----------Title----------->***TRAN PIVL DIGl FILl PYR DIG2 FIL2 YRND 1 Basin 1 MAX 1 2 30 9 END DISPLY-INFOl END DISPLY COPY TIMESERIES # -# NPT 1 1 501 1 END TIMESERIES END COPY GENER OPCODE NMN 1 1 # # OPCD *** END OPCODE PARM *** # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS # # 10 B,NatVeg,Flat 1 END GEN-INFO *** Section PWATER*** ACTIVITY Unit-systems User t-series in out 1 1 1 Printer Engl Metr 27 0 *** *** *** <PLS # - 10 END >*************Active Sections***************************** # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC 0 0 1 0 0 0 0 0 0 0 0 0 ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** # -# ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC 10 0 0 4 0 0 0 0 0 0 0 0 0 END PRINT-INFO OMA -1_ 10-27-20 3/16/2021 8:54:46 AM *** PIVL PYR ********* 1 9 Page 23 PWAT-PARMl <PLS > PWATER variable monthly parameter value flags *** # -# CSNO RTOP UZFG vcs vuz VNN VIFW VIRC VLE INFC HWT *** 10 0 1 1 1 0 0 0 0 1 1 0 END PWAT-PARMl PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # -# ***FOREST LZSN INFILT LSUR SLSUR KVARY 10 0 4 0.07 100 0.05 2.5 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # -# ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP 10 0 0 2 2 0 0.05 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # -# CEPSC UZSN NSUR INTFW IRC LZETP 10 0 0.6 0.04 1 0.3 0 END PWAT-PARM4 MON-LZETPARM <PLS > PWATER input info: Part 3 *** # -# JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC 10 0.4 0.4 0.4 0.4 0.6 0.6 0.6 0.6 0.6 0.4 0.4 0.4 END MON-LZETPARM MON-INTERCEP <PLS > PWATER input info: Part 3 *** # -# JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC 10 0.1 0.1 0.1 0.1 0.06 0.06 0.06 0.06 0.06 0.1 0.1 0.1 END MON-INTERCEP PWAT-STATEl <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # -# *** CEPS 10 0 END PWAT-STATEl END PERLND IMPLND GEN-INFO SURS 0 <PLS ><-------Name-------> # # END GEN-INFO *** Section IWATER*** ACTIVITY uzs IFWS 0.01 0 Unit-systems Printer User t-series Engl Metr in out LZS 0.4 *** *** *** AGWS 0.01 <PLS >*************Active Sections***************************** # -# ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS >********Print-flags ******** PIVL PYR # -# ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARMl <PLS > IWATER variable monthly parameter value flags *** # -# CSNO RTOP VRS VNN RTLI *** END IWAT-PARMl IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # -# *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 DMA -1 _ 10-27-20 3/16/2021 8:54:46 AM ------AGWRC 0.915 ---AGWETP 0.05 - *** -*** .. - *** ,,. *** • " • GWVS 0 • .. .. • Page 24 .. .. ... .. .. 1111 .. .. .. .. .. .. .. .. 11111 .. .. .. 1111 ... .. ... - 11111 11111 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # -# ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATEl <PLS >***Initial conditions at start of simulation # -# *** RETS SURS END IWAT-STATEl END IMPLND SCHEMATIC <-Source-> <Name> # Basin 1*** PERLND 10 PERLND 10 ******Routing****** END SCHEMATIC NETWORK <--Area--> <-factor-> 1.468 1. 468 <-Target-> <Name> # COPY 501 COPY 501 MBLK Tbl# 12 13 *** *** <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name># #<-factor->strg <Name> # # <Name>## *** COPY 501 OUTPUT MEAN 1 1 12.1 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name># #<-factor->strg <Name> # # <Name>## *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems # -#<------------------><---> User T-series in out END GEN-INFO *** Section RCHRES*** ACTIVITY Printer Engl Metr LKFG <PLS >*************Active Sections***************************** # -# HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS >*****************Print-flags******************* PIVL PYR *** *** *** # -# HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARMl RCHRES Flags # -# VC Al FG FG * * END HYDR-PARMl HYDR-PARM2 for each HYDR Section A2 A3 ODFVFG for each FG FG possible exit * * * * * * * # -# FTABNO LEN DELTH *** *** ODGTFG for each possible exit * * * * * STCOR KS *** FUNCT for each possible exit *** DB50 <------><--------><--------><--------><--------><--------><--------> *** *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section # -# *** VOL Initial value of COLIND *** ac-ft for each possible exit <------><--------> END HYDR-INIT END RCHRES OMA -1 10-27 -20 3/16/2021 8:54:46 AM *** Initial value of OUTDGT for each possible exit Page 25 SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> <Name> # <Name> # WDM 2 PREC WDM 2 PREC WDM 1 EVAP WDM 1 EVAP SsysSgap<--Mult-->Tran tern strg<-factor->strg ENGL 1 ENGL 1 ENGL 1 ENGL 1 <-Target vols> <Name> # # PERLND 1 999 IMPLND 1 999 PERLND 1 999 IMPLND 1 999 <-Grp> EXTNL EXTNL EXTNL EXTNL <-Member-> <Name> # # PREC PREC PETINP PETINP *** *** END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <Name> # <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name># #<-factor->strg <Name> # <Name> tern strg strg*** COPY 501 OUTPUT END EXT TARGETS MEAN 1 1 12.1 WDM 501 FLOW ENGL REPL MASS-LINK <Volume> <Name> MASS-LINK <-Grp> <-Member-><--Mult--> <Name># #<-factor-> 12 PERLND PWATER END MASS-LINK SURO 12 MASS-LINK 13 PERLND PWATER IFWO END MASS-LINK 13 END MASS-LINK END RUN OMA -1 _ 10-27-20 0.083333 0.083333 <Target> <Name> COPY COPY 3/16/2021 8:54:46 AM <-Grp> <-Member->*** <Name>##*** INPUT MEAN INPUT MEAN Page 26 , .I J J J ., .. 1111111 J .., ~ .. .. .. • .. .. • .. .. .. .. " • Mitigated UGI File RUN GLOBAL WWHM4 START model simulation 1963 10 01 OUTPUT LEVEL RUN INTERP RESUME 0 RUN 1 END GLOBAL FILES END 2004 09 30 3 0 UNIT SYSTEM 1 <File> <Un#> <-ID-> WDM MESSU <-----------File Name------------------------------>*** *** END FILES 26 25 27 28 30 OPN SEQUENCE INGRP PERLND IMPLND IMPLND RCHRES GENER RCHRES RCHRES RCHRES COPY COPY DIS PLY END INGRP END OPN SEQUENCE DISPLY DISPLY-INFOl DMA -1 10-27-20.wdm MitDMA - MitDMA MitDMA POCDMA 1 10-27-20.MES 1-10-27-20.L61 1-10-27-20.L62 1-10-27-201.dat INDELT 00:60 52 1 5 1 3 2 3 4 1 501 1 # -#<----------Title----------->***TRAN PIVL DIGl FILl 1 STORMTANK MODULE 20 MAX END DISPLY-INFOl END DISPLY COPY TIMESERIES # -# NPT 1 1 501 1 END TIMESERIES END COPY GENER OPCODE # # OPCD 3 24 END OPCODE PARM # # 3 END PARM END GENER PERLND GEN-INFO NMN 1 1 *** *** K *** 0. <PLS ><-------Name------->NBLKS # -# 52 B,UrbNoirr,Flat 1 END GEN-INFO *** Section PWATER*** ACTIVITY Unit-systems User t-series in out 1 1 1 Printer Engl Metr 27 0 PYR DIG2 FIL2 YRND *** *** *** 1 2 30 9 <PLS >*************Active Sections***************************** DMA -1_ 10-27-20 3/16/2021 8:54:46 AM Page 27 # -# ATMP SNOW PWAT SEO PST PWG PQAL MSTL PEST NITR PHOS TRAC 52 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** # -# ATMP SNOW PWAT SEO PST PWG PQAL MSTL PEST NITR PHOS TRAC 52 0 0 4 0 0 0 0 0 0 0 0 0 END PRINT-INFO PWAT-PARMl <PLS > PWATER variable monthly parameter value flags *** # -# CSNO RTOP UZFG vcs vuz VNN VIFW VIRC VLE INFC 52 0 1 1 1 0 0 0 0 1 1 END PWAT-PARMl PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # -# ***FOREST LZSN INFILT LSUR SLSUR 52 0 4 0.07 50 0.05 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # -# ***PETMAX PETMIN INFEXP INFILD DEEPFR 52 0 0 2 2 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # -# CEPSC UZSN NSUR INTFW 52 0 0.6 0.03 1 END PWAT-PARM4 MON-LZETPARM <PLS > PWATER input info: Part 3 *** # -# JAN FEB MAR APR MAY JUN JUL AUG SEP 52 0.4 0.4 0.4 0.4 0.7 0.7 0.7 0.7 0.7 END MON-LZETPARM MON-INTERCEP <PLS > PWATER input info: Part 3 *** # -# JAN FEB MAR APR MAY JUN JUL AUG SEP 52 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 END MON-INTERCEP PWAT-STATEl <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) # -# *** CEPS 52 0 END PWAT-STATEl END PERLND IMPLND GEN-INFO SURS 0 <PLS ><-------Name-------> # -# 1 IMPERVIOUS-FLAT 5 Porous Pavement END GEN-INFO *** Section IWATER*** ACTIVITY UZS 0.01 Unit-systems User t-series in out 1 1 1 1 1 1 IFWS 0 Printer Engl Metr 27 0 27 0 0 IRC 0.3 OCT 0.4 OCT 0.1 RUN LZS 0.4 *** *** *** HWT *** 0 KVARY 2.5 BASETP 0.05 LZETP 0 NOV DEC 0.4 0.4 NOV DEC 0.1 0.1 21 *** AGWS 0.01 <PLS # - 1 >*************Active # ATMP SNOW IWAT SLD Sections***************************** IWG IQAL *** 5 END ACTIVITY PRINT-INFO OMA -1_ 10-27-20 0 0 1 0 0 0 0 0 1 0 0 0 3/16/2021 8:54:46 AM -.. *** ,,. ... PIVL PYR -********* 1 9 -... ... .. AGWRC .. 0.915 .. .. AGWETP 0.05 .. *** *** .. *** .. *** • • GWVS 0 • .. .. • Page 28 • .. ... ... .. ... .. .. Ill Ill .. Ill ... .. .. .. .. ... 111111 11111 .. .. .. -.. <ILS > ******** Print-flags ******** PIVL PYR # -# ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 5 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARMl <PLS > IWATER variable monthly parameter value flags *** # -# CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 1 5 0 0 0 0 1 END IWAT-PARMl IWAT-PARM2 <PLS > IWATER # -# *** LSUR 1 100 5 100 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER # -# ***PETMAX 1 0 5 0 END IWAT-PARM3 input info: SLSUR 0.05 0.01 input info: PETMIN 0 0 Part 2 NSUR 0.011 0.011 Part 3 *** RETSC 0.1 0.1 *** IWAT-STATEl <PLS > *** # -# *** 1 Initial RETS conditions at start of simulation SURS 0 0 5 0 0 END IWAT-STATEl END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> <Name> # <-factor-> <Name> # DMA 1*** PERLND 52 0 .114 RCHRES 2 PERLND 52 0 .114 RCHRES 2 IMPLND 1 1.036 RCHRES 2 IMPLND 5 0.3197 RCHRES 1 ******Routing****** RCHRES 3 1 RCHRES 4 RCHRES 3 COPY 1 RCHRES 2 1 RCHRES 4 RCHRES 2 COPY 1 RCHRES 2 1 RCHRES 3 RCHRES 1 1 RCHRES 2 RCHRES 4 1 COPY 501 END SCHEMATIC NETWORK MBLK Tbl# 2 3 5 5 7 17 7 17 8 7 17 *** *** <-Volume-> <-Grp> <-Member-><--Mult-->Tran <Name> # <Name># #<-factor->strg COPY 501 OUTPUT MEAN 1 1 12.1 <-Target <Name> DISPLY RCHRES vols> # # 1 <-Grp> <-Member-> <Name>## TIMSER 1 OUTDGT 1 GENER 3 OUTPUT TIMSER .0002778 2 INPUT EXTNL *** *** <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** .-<Name> # <Name># #<-factor->strg <Name> # # <Name>## *** END NETWORK .. .. RCHRES GEN-INFO RCHRES OMA -1 _ 10-27-20 Name Nexits Unit Systems Printer *** 3/16/2021 8:54:46 AM Page 29 # -#<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 PERVIOUS CONCRET-008 2 1 1 1 28 0 1 2 Surface BMP-1 2 1 1 1 28 0 1 3 BMP-1 2 1 1 1 28 0 1 4 STORMTANK MODULE-009 2 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # -# HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 3 1 0 0 0 0 0 0 0 0 0 4 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # -# HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 3 4 0 0 0 0 0 0 0 0 0 1 9 4 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO *** FUNCT for each HYDR-PARMl RCHRES Flags # -# VC Al FG FG for each HYDR Section A2 A3 ODFVFG for each FG FG possible exit *** *** ODGTFG for each possible exit * * * * * possible exit * * 1 0 1 2 0 1 3 0 1 4 0 1 END HYDR-PARMl HYDR-PARM2 * * * * * * * 0 0 0 0 0 0 0 0 4 5 4 5 4 5 4 5 0 0 0 0 0 0 0 0 0 0 0 0 # -# FTABNO LEN DELTH 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 STCOR KS *** 2 2 2 1 2 2 2 2 DB50 <------><--------><--------><--------><--------><--------><--------> 1 2 3 4 END HYDR-PARM2 HYDR-INIT 1 2 3 4 0.02 0.01 0.01 0.01 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 RCHRES Initial conditions for each HYDR section 0.5 0.0 0.0 0.5 0.0 0.0 0.0 0.0 2 2 2 2 2 2 2 2 2 2 2 2 *** *** *** # -# *** VOL Initial value of COLIND *** ac-ft for each possible exit Initial value of OUTDGT for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 2 0 3 0 4 0 END HYDR-INIT END RCHRES SPEC-ACTIONS 4.0 5.0 0.0 4.0 5.0 0.0 4.0 5.0 0.0 4.0 5.0 0.0 *** User-Defined Variable Quantity Lines *** addr *** <------> 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 *** kwd varnam optyp opn vari sl s2 s3 tp multiply le ls ac as agfn *** <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** UVQUAN vol3 RCHRES 3 VOL 4 UVQUAN v2m3 GLOBAL WORKSP 2 3 UVQUAN vpo3 GLOBAL WORKSP 3 3 UVQUAN v2d3 GENER 3 K 1 3 *** User-Defined Target Variable Names *** addr or addr or DMA -1 10-27-20 3/16/2021 8:54:46 AM 0.0 0.0 0.0 0.0 Page 30 .. .. .. .. ... .. J , .. J J , ... ... .. .. -.. .. ... --.. -.. .. 1111 .. .. .. .. ... .. -.. .. .. .. ... .. .. .. 111111 *** <------> *** kwd varnam ct vari sl s2 s3 frac aper <****> <----><-> <----><-><-><-> UVNAME v2m3 1 WORKSP 2 UVNAME vpo3 1 WORKSP 3 UVNAME v2d3 1 K 1 <---> 1.0 1.0 1.0 <--> QUAN QUAN QUAN <------> vari sl s2 s3 frac aper <----><-><-><-> <---> <--> *** opt foplop dcdts yr mo dy hr mn d t vnam sl s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> GENER 3 v2m3 1736.64 *** Compute remaining available pore space GENER 3 vpo3 GENER 3 vpo3 *** Check to see if VPORA goes negative; if so IF (vpo3 < 0.0) THEN GENER 3 END IF *** Infiltration GENER 3 END SPEC-ACTIONS FTABLES FTABLE 3 67 5 volume vpo3 v2d3 v2m3 vol3 set VPORA = 0.0 0.0 vpo3 <> <-><-> Depth (ft) 0.000000 0.049451 0.098901 0.148352 0.197802 0.247253 0.296703 0.346154 0.395604 0.445055 0.494505 0.543956 0.593407 0.642857 0.692308 0.741758 0.791209 0.840659 0. 890110 0.939560 0. 989011 1.038462 1.087912 1.137363 1.186813 1.236264 1. 285714 1.335165 1.384615 1.434066 1.483516 1.532967 1.582418 1.631868 1. 681319 1.730769 1.780220 1.829670 1.879121 1.928571 1.978022 2.027473 2.076923 2.126374 2.175824 2.225275 Area (acres) 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 0.033324 Volume (acre-ft) 0.000000 0.000494 0.000989 0.001483 0.001977 0.002472 0.002966 0.003461 0.003955 0.004449 0.004944 0.005438 0.005932 0.006427 0.006921 0.007416 0.007910 0.008404 0.008899 0.009393 0.009887 0.010382 0.010876 0. 011371 0. 011865 0.012359 0.012854 0.013348 0.013842 0.014337 0.014831 0.015326 0.015820 0.016314 0.016809 0.017303 0.017987 0. 018671 0.019355 0.020039 0.020722 0.021406 0.022090 0.022774 0.023458 0.024142 Outflowl (cfs) 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000306 0.000459 0.000848 0.001043 0.001341 0.001490 0.001725 0.001842 0.002039 0.002137 0.002308 0.002394 0.002548 0.002625 0.002766 0.002837 0.002968 0.003033 0.003156 Outflow2 (cfs) 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.002002 0.002939 0.003506 0.004851 0.005637 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 0.007056 Velocity (ft/sec) Travel Time*** (Minutes)*** DMA -1_ 10-27-20 3/16/2021 8:54:46 AM Page 31 --~-·.,,,.-~---, ~· -~ ---y• --~ ... ., ---___ ,. __ . ~ ., 2.274725 0.033324 0.024826 0.003237 0.007056 2.324176 0.033324 0.025510 0.003443 0.007056 .. 2.373626 0.033324 0.026194 0.003697 0.007056 2.423077 0.033324 0.026877 0.003964 0.007056 111111 2. 472527 0.033324 0.027561 0.004230 0.007056 2.521978 0.033324 0.028245 0.004487 0.007056 .. 2.571429 0.033324 0.028929 0.004733 0.007056 J 2.620879 0.033324 0.029613 0.004969 0.007056 2.670330 0. 033324 0.030297 0.005195 0.007056 2. 719780 0.033324 0.030981 0.005412 0.007056 , 2.769231 0.033324 0.031665 0.005621 0.007056 2.818681 0.033324 0.032348 0.005822 0.007056 11111 2. 868132 0.033324 0.033032 0.006017 0.007056 2.917582 0.033324 0.033716 0.006205 0.007056 2.967033 0.033324 0.034400 0.006389 0.007056 ~ 3.016484 0.033324 0.035084 0.006567 0.007056 !Iii 3.065934 0.033324 0.035768 0.006740 0.007056 3 .115385 0.033324 0.036452 0.006910 0.007056 3.164835 0.033324 0.037136 0.007077 0.007056 ~ 3.214286 0.033324 0.037820 0.007241 0.007056 I 3.250000 0.033324 0.039868 0.011751 0.007056 lllil END FTABLE 3 FTABLE 2 ~ 27 5 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** ""' (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.033324 0.000000 0.000000 0.000000 ~ 0.049451 0.033324 0.001648 0.000000 0 .168011 0.098901 0.033324 0.003296 0.000000 0.207090 J 0.148352 0.033324 0.004944 0.000000 0.212629 0.197802 0.033324 0.006592 0.000000 0.218168 0.247253 0.033324 0.008240 0.000000 0.223706 J 0.296703 0.033324 0.009887 0.000000 0.229245 0.346154 0.033324 0.011535 0.000000 0.234784 0.395604 0.033324 0. 013183 0.000000 0.240323 0.445055 0.033324 0.014831 0.000000 0.245862 , 0.494505 0.033324 0.016479 0.000000 0.251400 0.543956 0.033324 0.018127 0.000000 0.256939 .. 0.593407 0.033324 0.019775 0.000000 0.262478 0.642857 0.033324 0.021423 0.000000 0.268017 J 0.692308 0.033324 0.023071 0.000000 0.273556 0.741758 0.033324 0.024719 0.000000 0.279094 0.791209 0.033324 0.026367 0.000000 0.284633 0.840659 0.033324 0.028014 0.000000 0.290172 J 0. 890110 0.033324 0.029662 0.000000 0. 295711 0.939560 0.033324 0.031310 0.000000 0.301250 0. 989011 0.033324 0.032958 0.000000 0.306788 1.038462 0.033324 0.034606 0.160076 0.312327 J 1.087912 0.033324 0.036254 0.552618 0.317866 1.137363 0.033324 0.037902 1.077788 0.323405 1.186813 0.033324 0.039550 1.704888 0.328944 1.236264 0.033324 0.041198 2.413902 0.334483 1.250000 0.033324 0.041655 3.187839 0.336021 J END FTABLE 2 FTABLE 1 91 5 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** J (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.319651 0.000000 0.000000 0.000000 0.014778 0.319651 0.001889 0.000000 0.067686 0.029556 0.319651 0.003779 0.000000 0.067686 ~ 0.044333 0.319651 0.005668 0.000000 0.067686 J 0. 059111 0.319651 0.007558 0.000000 0.067686 0.073889 0.319651 0.009447 0.000000 0.067686 0.088667 0.319651 0. 011337 0.000000 0.067686 J 0.103444 0.319651 0.013226 0.000000 0.067686 0.118222 0.319651 0.015116 0.000000 0.067686 0 .133000 0.319651 0.017005 0.000000 0.067686 0.147778 0.319651 0.018895 0.000000 0.067686 0.162556 0.319651 0.020784 0.000000 0.067686 ~ ""' OMA -1_ 10-27-20 3/16/2021 8:54:46 AM Page 32 , 1111111 .. -0.177333 0.319651 0.022674 0.000000 0.067686 -0 .192111 0.319651 0.024563 0.000000 0.067686 0.206889 0.319651 0.026453 0.000000 0.067686 1111 0.221667 0.319651 0.028342 0.000000 0.067686 0.236444 0.319651 0.030232 0.000000 0.067686 .. 0.251222 0.319651 0.032121 0.000000 0.067686 0.266000 0.319651 0. 034011 0.000000 0.067686 .. 0.280778 0.319651 0.035900 0.000000 0.067686 0.295556 0.319651 0.037790 0.000000 0.067686 .. 0.310333 0.319651 0.039679 0.000000 0.067686 0. 325111 0.319651 0.041569 0.000000 0.067686 1111 0.339889 0.319651 0.043458 0.000000 0.067686 0.354667 0.319651 0.045348 0.000000 0.067686 0.369444 0.319651 0. 047237 0.000000 0.067686 -0.384222 0.319651 0.049127 0.000000 0.067686 -0.399000 0.319651 0.051016 0.000000 0.067686 0.413778 0.319651 0.052906 0.000000 0.067686 0.428556 0.319651 0.054795 0.000000 0.067686 .. 0.443333 0.319651 0.056685 0.000000 0.067686 0. 458111 0.319651 0.058574 0.000000 0.067686 .. 0.472889 0.319651 0.060464 0.000000 0.067686 0.487667 0.319651 0.062353 0.000000 0.067686 .. 0.502444 0.319651 0.064243 0.000000 0.067686 0.517222 0.319651 0. 066132 0.000000 0.067686 -0.532000 0.319651 0.068022 0.000000 0.067686 0.546778 0.319651 0.069911 0.000000 0.067686 .. 0.561556 0.319651 0.071801 0.000000 0.067686 0.576333 0.319651 0.073690 0.000000 0.067686 -0. 591111 0.319651 0.075580 0.000000 0.067686 0.605889 0.319651 0.077469 0.000000 0.067686 ... 0.620667 0.319651 0.079359 0.000000 0.067686 0.635444 0.319651 0.081248 0.000000 0.067686 .. 0.650222 0.319651 0.083138 0.000000 0.067686 0.665000 0.319651 0.085027 0.000000 0.067686 0.679778 0.319651 0.086917 0.000000 0.067686 1111 0.694556 0.319651 0.088806 0.000000 0.067686 .. 0.709333 0.319651 0.090696 0.000000 0.067686 0.724111 0.319651 0.092585 0.000000 0.067686 0.738889 0.319651 0.094475 0.000000 0.067686 .. 0.753667 0.319651 0.096364 0.000000 0.067686 0.768444 0.319651 0.098254 0.000000 0.067686 .. 0.783222 0.319651 0.100143 0.000000 0.067686 0.798000 0.319651 0.102033 0.000000 0.067686 .. 0.812778 0.319651 0.103922 0.000000 0.067686 0.827556 0.319651 0.105812 0.000000 0.067686 .. 0.842333 0.319651 0.107701 0.000000 0.067686 0. 857111 0.319651 0.109591 0.000000 0.067686 .. 0.871889 0.319651 0.111480 0.000000 0.067686 0.886667 0.319651 0 .113370 0.000000 0.067686 -0.901444 0.319651 0 .115259 0.000000 0.067686 0.916222 0.319651 0 .117149 0.000000 0.067686 -0.931000 0.319651 0.119038 0.000000 0.067686 0.945778 0.319651 0.120928 0.000000 0.067686 .. 0.960556 0.319651 0.122817 0.000000 0.067686 0.975333 0.319651 0.124707 0.000000 0.067686 0. 990111 0.319651 0.126596 0.000000 0.067686 -1.004889 0.319651 0.128486 0.000000 0.067686 1.019667 0.319651 0 .130375 0.000000 0.067686 .. 1.034444 0.319651 0 .132265 0.000000 0.067686 1.049222 0.319651 0 .134154 0.000000 0.067686 ... 1.064000 0.319651 0.136043 0.000000 0.067686 1.078778 0.319651 0.137933 0.000000 0.067686 ... 1.093556 0.319651 0.139822 0.000000 0.067686 1.108333 0.319651 0.141712 0.000000 0.067686 -1.123111 0.319651 0.143601 0.000000 0.067686 1.137889 0.319651 0.145491 0.000000 0.067686 -1.152667 0.319651 0.147380 0.000000 0.067686 1.167444 0.319651 0.149270 0.000000 0.067686 .. 1.182222 0.319651 0.151159 0.000000 0.067686 1.197000 0.319651 0.153049 0.000000 0.067686 .. OMA -1_ 10-27-20 3/16/2021 8:54:46 AM Page 33 .. - -. ---·-- 1111111 ., 1. 211778 0.319651 0.154938 0.000000 0.067686 1.226556 0.319651 0.156828 0.000000 0.067686 11111 1. 241333 0.319651 0.158717 0.000000 0.067686 ~ 1. 256111 0.319651 0.160607 0.000000 0.067686 1.270889 0.319651 0.162496 0.000000 0.067686 1.285667 0.319651 0.164386 0.000000 0.067686 ... 1. 300444 0.319651 0.166275 0.000000 0.067686 1.315222 0.319651 0.168165 0.000000 0.067686 "' 1.330000 0.319651 0.172889 0.000000 0.067686 END FTABLE 1 ... FTABLE 4 I 92 5 .. Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.043710 0.000000 0.000000 0.000000 ~ 0.044444 0.043710 0.001943 0.001318 0.009256 .. 0.088889 0.043710 0.003885 0.001864 0.009256 0 .133333 0.043710 0.005828 0.002283 0.009256 0.177778 0.043710 0.007771 0.002636 0.009256 ... 0.222222 0.043710 0.009713 0.002947 0.009256 .. 0.266667 0. 043710 0.011656 0.003229 0.009256 0.311111 0. 043710 0. 013599 0.003487 0.009256 0.355556 0.043710 0.015541 0. 003728 0.009256 ~ 0.400000 0. 043710 0.017484 0.003954 0.009256 0.444444 0. 043710 0.019427 0.004168 0.009256 .. 0.488889 0. 043710 0. 021369 0. 004372 0.009256 0.533333 0. 043710 0.023312 0.004566 0.009256 ~ 0.577778 0.043710 0.025255 0.004752 0.009256 0.622222 0.043710 0. 027197 0.004932 0.009256 .ii 0.666667 0.043710 0.029140 0.005105 0.009256 0. 711111 0.043710 0.031083 0.005272 0.009256 J 0.755556 0.043710 0.033025 0.005435 0.009256 0.800000 0.043710 0.034968 0.005592 0.009256 0.844444 0. 043710 0. 036911 0.005745 0.009256 0.888889 0.043710 0.038853 0.005895 0.009256 0.933333 0.043710 0.040796 0.006040 0.009256 ~ 0.977778 0.043710 0.042738 0.006182 0.009256 'I 1. 022222 0.043710 0.044681 0.006321 0.009256 "" 1.066667 0.043710 0.046624 0.006457 0.009256 1.111111 0.043710 0.048566 0.006591 0.009256 , 1.155556 0.043710 0.050509 0.006721 0.009256 1.200000 0. 043710 0.052452 0.006849 0.009256 .. 1.244444 0.043710 0.054394 0.006975 0.009256 1.288889 0.043710 0.056337 0.007098 0.009256 , 1.333333 0.043710 0.058280 0.007220 0.009256 1.377778 0.043710 0.060222 0.007339 0.009256 ... 1.422222 0. 043710 0.062165 0.007456 0.009256 1.466667 0.043710 0.064108 0.007572 0.009256 ... 1. 511111 0.043710 0.066050 0.007686 0.009256 1. 555556 0.043710 0.067993 0.007798 0.009256 .. 1.600000 0.043710 0.069936 0.007909 0.009256 1.644444 0.043710 0.071878 0.008018 0.009256 1.688889 0.043710 0.073821 0.008125 0.009256 ... 1.733333 0.043710 0.075764 0.008232 0.009256 ' 1.777778 0.043710 0.077706 0.008336 0.009256 .. 1.822222 0.043710 0.079649 0.008440 0.009256 1.866667 0. 043710 0.081592 0.008542 0.009256 ., 1. 911111 0.043710 0.083534 0.008643 0.009256 .. 1.955556 0. 043710 0.085477 0.008743 0.009256 2.000000 0. 043710 0.087420 0.008842 0.009256 2.044444 0. 043710 0.089362 0.008940 0.009256 ... 2.088889 0. 043710 0. 091305 0.009036 0.009256 "' 2.133333 0. 043710 0.093248 0. 009132 0.009256 2.177778 0. 043710 0.095190 0.009227 0.009256 2.222222 0. 043710 0.097133 0.009320 0.009256 .. 2.266667 0. 043710 0.099076 0. 009413 0.009256 2.311111 0. 043710 0.101018 0.009505 0.009256 .. 2.355556 0. 043710 0.102961 0.009596 0.009256 2.400000 0. 043710 0.104904 0.009686 0.009256 2.444444 0. 043710 0.106846 0.009775 0.009256 11111 J OMA -1_ 10-27-20 3/16/2021 8:54:46 AM Page 34 .. ... .. ... --... ... ... .. .. .. .. .. .. .. .. 2.488889 0.043710 2.533333 0.043710 2.577778 0.043710 2.622222 0.043710 2.666667 0.043710 2.711111 0.043710 2.755556 0.043710 2.800000 0.043710 2.844444 0.043710 2.888889 0.043710 2.933333 0.043710 2.977778 0.043710 3.022222 0.043710 3.066667 0.043710 3.111111 0.043710 3.155556 0.043710 3.200000 0.043710 3.244444 0.043710 3.288889 0.043710 3.333333 0.043710 3.377778 0.043710 3.422222 0.043710 3.466667 0.043710 3.511111 0.043710 3.555556 0.043710 3.600000 0.043710 3.644444 0.043710 3.688889 0.043710 3.733333 0.043710 3.777778 0.043710 3.822222 0.043710 3.866667 0.043710 3.911111 0.043710 3.955556 0.043710 4.000000 0.043710 4.044444 0.043710 END FTABLE 4 END FTABLES 0.108789 0 .110732 0 .112674 0.114617 0 .116560 0 .118502 0.120445 0.122388 0.124330 0.126273 0.128215 0.130158 0.132101 0.134043 0.135986 0.137929 0.139871 0.141814 0.143757 0.145699 0.147642 0.149585 0.151527 0.153470 0 .155413 0.157355 0.159298 0.161241 0.163183 0.165126 0.167069 0 .169011 0.170954 0.172897 0.174839 0.176782 0.009864 0.009951 0.010038 0.010125 0.010210 0.010295 0.010379 0.010462 0.010545 0.010627 0.030974 0.083021 0.186502 0.481346 0. 901101 1.414230 2.003165 2.654460 3.356001 4.095930 4.862224 5.642587 6.424537 7.195607 7.943643 8. 657161 9.325774 9.940657 10.49506 10.98487 11.40917 11.77092 12.07754 12.34165 12.58175 12.99332 .. EXT SOURCES .. .. .. -.. 11111 .. <-Volume-> <Member> <Name> #<Name># SsysSgap<--Mult-->Tran tern strg<-factor->strg WDM 2 PREC WDM 2 PREC WDM 1 EVAP WDM 1 EVAP WDM 2 PREC WDM 1 EVAP WDM 1 EVAP WDM 1 EVAP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <Name> # RCHRES 4 HYDR RCHRES 4 HYDR RCHRES 4 HYDR RCHRES 4 HYDR COPY 1 OUTPUT COPY 501 OUTPUT END EXT TARGETS ENGL 1 ENGL 1 ENGL 1 ENGL 1 ENGL 1 ENGL 1 ENGL 0.5 ENGL 0.7 <-Member-><--Mult-->Tran <Name># #<-factor->strg RO 1 1 1 0 1 1 1 0 2 1 1 STAGE 1 1 1 MEAN 1 1 12.1 MEAN 1 1 12.1 11111 MASS-LINK .. ... .. <Volume> <Name> MASS-LINK <-Grp> <-Member-><--Mult--> <Name># #<-factor-> 2 PERLND PWATER SURO 2 0.083333 END MASS-LINK 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 0.009256 <-Target <Name> PERLND IMPLND PERLND IMPLND RCHRES RCHRES RCHRES RCHRES vols> <-Grp> <-Member-> *** *** # # 1 999 1 999 1 999 1 999 2 EXTNL EXTNL EXTNL EXTNL EXTNL EXTNL EXTNL EXTNL 1 2 3 <-Volume-> <Name> # WDM 1006 WDM 1007 WDM 1008 WDM 1009 WDM 701 WDM 801 <Member> <Name> FLOW FLOW FLOW STAG FLOW FLOW <Name>## PREC PREC PETINP PETINP PREC POTEV POTEV POTEV Tsys tern ENGL ENGL ENGL ENGL ENGL ENGL Tgap Amd *** strg strg*** REPL REPL REPL REPL REPL REPL <Target> <Name> <-Grp> <-Member->*** <Name>##*** RCHRES INFLOW IVOL DMA -1_ 10-27-20 3/16/2021 8:54:46 AM Page 35 .. 111111 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 ~ .. MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL ~ END MASS-LINK 5 ... MASS-LINK 7 RCHRES OFLOW OVOL 1 RCHRES INFLOW IVOL , END MASS-LINK 7 .. MASS-LINK 8 RCHRES OFLOW OVOL 2 RCHRES INFLOW IVOL , END MASS-LINK 8 -' MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 ., ... END MASS-LINK , END RUN ... , .,, .. "' .., '-' J , -' J , .. .. ~ ~ "" ~ .. .. ,] OMA -1_ 10-27-20 3/16/2021 8:54:46 AM -' Page 36 .., ~ ,. .. ,,. .. ,. .. ... 1111 .. 1111 .. .. .. 1111 .. ... -.. ,,. 1111 .. ... .. .. ,,. .. .. .. ... 1111 ,,. ... ,. 1111 Predeve/oped HSPF Message File OMA -1 _ 10-27-20 3/16/2021 8:54:46 AM Page 37 Mitigated HSPF Message File DMA -1_ 10-27-20 3/16/2021 8:54:46 AM Page 38 ., .. 11111 I .., J ., "" .. ! ... .. ,.. -.. ... ... .. .. .. Ill .. .. - ,,,. .. .. -.. .. Ill .. ... -.. -.. .. .. .. Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright© by: Clear Creek Solutions, Inc. 2005-2021; All Rights Reserved. Clear Creek Solutions, Inc . 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1 (866)943-0304 Local (360)943-0304 www .clearcreeksolutions.com OMA-1_ 10-27-20 3/16/2021 8:54:46 AM Page 39 SDHM3.1 PROJECT REPORT General Model Information Project Name: Site Name: Site Address: City: Report Date: Gage: Data Start: Data End: Timestep: Precip Scale: Version Date: OMA -2 10-27-20 1312D -GTE -Toyota-COMBINED 5424 Paseo del Norte Carlsbad, CA 92008 3/17/2021 ENCINITA 10/01/1963 09/30/2004 Hourly 1.000 2020/04/07 POC Thresholds Low Flow Threshold for POC1: High Flow Threshold for POC1: OMA -2_ 10-27-20 10 Percent of the 2 Year 10 Year 3/17/2021 8:48:24 AM Page 2 -.. Landuse Basin Data 11111 .. Predeveloped Land Use Basin 2 -Bypass: No ... Groundwater: No ,,. .. Pervious Land Use acre B,NatVeg,Flat 1.296 .. Pervious Total 1.296 .. Impervious Land Use acre -.. Impervious Total 0 Basin Total 1.296 -.. Element Flows To: ... Surface lnterflow Groundwater .. .. .. .. .. .. 111111 .. .. .. .. ,.. .. .. .. ,. .. ,. .. .. .. OMA -2_ 10-27-20 3/17/2021 8:48:24 AM Page 3 .. .. .. .. Mitigated Land Use .. DMA2 J Bypass: No Groundwater: No .. J Pervious Land Use acre B,UrbNolrr,Flat 0.065 , ., Pervious Total 0.065 Impervious Land Use acre IMPERVIOUS-FLAT 1.176 .. .. Impervious Total 1.176 .. .. Basin Total 1.241 ~ Element Flows To: .. Surface lnterflow Groundwater Surface rtial Ret 2 Surface rtial Ret 2 .. ' I .., .., ' "' ., .. .. .. .., l 111111 .., .. .. I .. .. I I .. .., -.., ~ .. .. OMA -2_ 10-27-20 3/17/2021 8:48:24 AM Page 4 ... .. ... ... Routing Elements -Predeveloped Routing 11111 .. 11111 .. .. .. 11111 .. ... .. Ill .. .. -... .. .. --.. Ill -.. .. .. .. .. -... -.. .. .. OMA -2_ 10-27-20 3/17/2021 8:48:24 AM Page 5 -• Mitigated Routing Bio Partial Ret 2 Bottom Length: Bottom Width: Material thickness of first layer: Material type for first layer: Material thickness of second layer: 40.70 ft. 40.70 ft. 0.25 Mulch 1.5 Material type for second layer: Material thickness of third layer: Material type for third layer: Infiltration On Infiltration rate: Infiltration safety factor: Total Volume Infiltrated (ac-ft.): ESM 1.5 GRAVEL 0.43 1 Total Volume Through Riser (ac-ft.): 15.062 0.303 30.606 49.21 0.944 1.073 Total Volume Through Facility (ac-ft.): Percent Infiltrated: Total Precip Applied to Facility: Total Evap From Facility: Underdrain used Underdrain Diameter (feet): Orifice Diameter (in.): Offset (in.): 0.5 2 3 Flow Through Underdrain (ac-ft.): 15.241 30.606 49.8 Total Outflow (ac-ft.): Percent Through Underdrain: Discharge Structure Riser Height: 1 ft. Riser Diameter: 24 in. Element Flows To: Outlet 1 Outlet 2 STORMTANK Biofilter Hydraulic Table Stage(feet) 0.0000 0.0495 0.0989 0.1484 0.1978 0.2473 0.2967 0.3462 0.3956 0.4451 0.4945 0.5440 0.5934 0.6429 0.6923 0.7418 0.7912 0.8407 0.8901 0.9396 OMA -2_ 10-27-20 Area(ac.) 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 Volume(ac-ft.) Discharge(cfs) lnfilt(cfs) 0.0000 0.0000 0.0000 0.0006 0.0000 0.0000 0.0011 0.0000 0.0000 0.0017 0.0000 0.0000 0.0023 0.0000 0.0000 0.0028 0.0000 0.0000 0.0034 0.0000 0.0000 0.0039 0.0000 0.0023 0.0045 0.0000 0.0034 0.0051 0.0000 0.0040 0.0056 0.0000 0.0055 0.0062 0.0000 0.0064 0.0068 0.0000 0.0085 0.0073 0.0000 0.0097 0.0079 0.0000 0.0123 0.0085 0.0000 0.0138 0.0090 0.0000 0.0165 0.0096 0.0000 0.0165 0.0102 0.0000 0.0165 0.0107 0.0000 0.0165 3/17/2021 8:48:24 AM Page6 , .. , .. .. J , ... ... .. .. j ., .. .. Ill 0.9890 0.0380 0.0113 0.0000 0.0165 .. 1.0385 0.0380 0.0118 0.0000 0.0165 11111 1.0879 0.0380 0.0124 0.0000 0.0165 1.1374 0.0380 0.0130 0.0000 0.0165 .. 1.1868 0.0380 0.0135 0.0000 0.0165 1.2363 0.0380 0.0141 0.0000 0.0165 .. 1.2857 0.0380 0.0147 0.0000 0.0165 1.3352 0.0380 0.0152 0.0049 0.0165 .. 1.3846 0.0380 0.0158 0.0073 0.0165 .. 1.4341 0.0380 0.0164 0.0136 0.0165 1.4835 0.0380 0.0169 0.0167 0.0165 .. 1.5330 0.0380 0.0175 0.0215 0.0165 1.5824 0.0380 0.0181 0.0238 0.0165 .. 1.6319 0.0380 0.0186 0.0276 0.0165 1.6813 0.0380 0.0192 0.0295 0.0165 ,. 1.7308 0.0380 0.0197 0.0326 0.0165 Ill 1.7802 0.0380 0.0205 0.0342 0.0165 1.8297 0.0380 0.0213 0.0369 0.0165 .. 1.8791 0.0380 0.0221 0.0383 0.0165 1.9286 0.0380 0.0229 0.0408 0.0165 Ill 1.9780 0.0380 0.0236 0.0420 0.0165 2.0275 0.0380 0.0244 0.0443 0.0165 .. 2.0769 0.0380 0.0252 0.0454 0.0165 .. 2.1264 0.0380 0.0260 0.0475 0.0165 2.1758 0.0380 0.0268 0.0485 0.0165 .. 2.2253 0.0380 0.0275 0.0505 0.0165 2.2747 0.0380 0.0283 0.0518 0.0165 .. 2.3242 0.0380 0.0291 0.0551 0.0165 2.3736 0.0380 0.0299 0.0591 0.0165 .. 2.4231 0.0380 0.0307 0.0634 0.0165 -2.4725 0.0380 0.0315 0.0677 0.0165 2.5220 0.0380 0.0322 0.0718 0.0165 .. 2.5714 0.0380 0.0330 0.0757 0.0165 2.6209 0.0380 0.0338 0.0795 0.0165 .. 2.6703 0.0380 0.0346 0.0831 0.0165 2.7198 0.0380 0.0354 0.0866 0.0165 .. 2.7692 0.0380 0.0361 0.0899 0.0165 .. 2.8187 0.0380 0.0369 0.0932 0.0165 2.8681 0.0380 0.0377 0.0963 0.0165 -2.9176 0.0380 0.0385 0.0993 0.0165 2.9670 0.0380 0.0393 0.1022 0.0165 .. 3.0165 0.0380 0.0400 0.1051 0.0165 3.0659 0.0380 0.0408 0.1078 0.0165 .. 3.1154 0.0380 0.0416 0.1106 0.0165 .. 3.1648 0.0380 0.0424 0.1132 0.0165 3.2143 0.0380 0.0432 0.1159 0.0165 3.2500 0.0380 0.0437 0.1880 0.0165 .. Biofilter Hydraulic Table Ill .. Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)lnfilt(cfs) 3.2500 0.0380 0.0437 0.0000 0.1917 0.0000 -3.2995 0.0380 0.0456 0.0000 0.1917 0.0000 3.3489 0.0380 0.0475 0.0000 0.2363 0.0000 3.3984 0.0380 0.0494 0.0000 0.2426 0.0000 .. 3.4478 0.0380 0.0512 0.0000 0.2490 0.0000 .. 3.4973 0.0380 0.0531 0.0000 0.2553 0.0000 3.5467 0.0380 0.0550 0.0000 0.2616 0.0000 .. 3.5962 0.0380 0.0569 0.0000 0.2679 0.0000 .. OMA-2_ 10-27-20 3/17/2021 8:48:24 AM Page 7 .. 1111111 ------~--~~·~----,-__ ., -··-· ---.. 11111 3.6456 0.0380 0.0588 0.0000 0.2742 0.0000 3.6951 0.0380 0.0606 0.0000 0.2806 0.0000 , 3.7445 0.0380 0.0625 0.0000 0.2869 0.0000 .. 3.7940 0.0380 0.0644 0.0000 0.2932 0.0000 3.8434 0.0380 0.0663 0.0000 0.2995 0.0000 J 3.8929 0.0380 0.0682 0.0000 0.3058 0.0000 3.9423 0.0380 0.0700 0.0000 0.3122 0.0000 3.9918 0.0380 0.0719 0.0000 0.3185 0.0000 4.0412 0.0380 0.0738 0.0000 0.3248 0.0000 J 4.0907 0.0380 0.0757 0.0000 0.3311 0.0000 4.1401 0.0380 0.0776 0.0000 0.3374 0.0000 4.1896 0.0380 0.0795 0.0000 0.3438 0.0000 , 4.2390 0.0380 0.0813 0.0000 0.3501 0.0000 4.2885 0.0380 0.0832 0.1601 0.3564 0.0000 .. 4.3379 0.0380 0.0851 0.5526 0.3627 0.0000 4.3874 0.0380 0.0870 1.0778 0.3691 0.0000 J 4.4368 0.0380 0.0889 1.7049 0.3754 0.0000 4.4863 0.0380 0.0907 2.4139 0.3817 0.0000 4.5000 0.0380 0.0913 3.1878 0.3834 0.0000 , ~ , ... , .. .. ·I .. ... 1 .. .., .. ., .. , 11111 .., i .. ... .,, ., .. ... .,, OMA -2_ 10-27-20 3/17/2021 8:48:24 AM Page 8 ., 11111 .. 111111 Surface rtial Ret 2 .. Element Flows To: .. Outlet 1 Outlet 2 STORMTANK Bio Partial Ret 2 .. .. .. .. .. .. .. .. .. .. !11111 .. .. 111111 .. 111111 -.. !11111 Ill .. .. .. .. .. .. .. .. .. .. .. .. OMA -2_ 10-27-20 3/17/2021 8:48:24 AM Page 9 .. 11111 STORMTANK Width: Length: Depth: Infiltration On 48 ft. 24 ft. 4ft. Infiltration rate: 1.11 Infiltration safety factor: 1 Total Volume Infiltrated (ac-ft.): 13.336 2.207 15.543 85.8 Total Volume Through Riser (ac-ft.): Total Volume Through Facility (ac-ft.): Percent Infiltrated: Total Precip Applied to Facility: 0 Total Evap From Facility: Discharge Structure Riser Height: Riser Diameter: Notch Type: Notch Width: Notch Height: Orifice 1 Diameter: Element Flows To: 3 ft. 24 in. Rectangular 1.000 ft. 0.100 ft. 0 0.4 in. Elevation:0 ft. Outlet 1 Outlet 2 Vault Hydraulic Table Stage(feet) 0.0000 0.0444 0.0889 0.1333 0.1778 0.2222 0.2667 0.3111 0.3556 0.4000 0.4444 0.4889 0.5333 0.5778 0.6222 0.6667 0.7111 0.7556 0.8000 0.8444 0.8889 0.9333 0.9778 1.0222 1.0667 1.1111 1.1556 1.2000 1.2444 1.2889 OMA -2_ 10-27-20 Area(ac.) 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 Volume(ac-ft.) Discharge(cfs) lnfilt(cfs) 0.000 0.000 0.000 0.001 0.000 0.029 0.002 0.001 0.029 0.003 0.001 0.029 0.004 0.001 0.029 0.005 0.002 0.029 0.007 0.002 0.029 0.008 0.002 0.029 0.009 0.002 0.029 0.010 0.002 0.029 0.011 0.002 0.029 0.012 0.003 0.029 0.014 0.003 0.029 0.015 0.003 0.029 0.016 0.003 0.029 0.017 0.003 0.029 0.018 0.003 0.029 0.020 0.003 0.029 0.021 0.003 0.029 0.022 0.004 0.029 0.023 0.004 0.029 0.024 0.004 0.029 0.025 0.004 0.029 0.027 0.004 0.029 0.028 0.004 0.029 0.029 0.004 0.029 0.030 0.004 0.029 0.031 0.004 0.029 0.032 0.004 0.029 0.034 0.004 0.029 3/17/2021 8:48:24 AM .. .. , , .. , .,, ~ .. , .. J ., I .. , .. ., J ., .. , .. J ., .. ., ... ~ .. J J .. .. Page 10 J .. 1111 1.3333 0.026 0.035 0.005 0.029 .. 1.3778 0.026 0.036 0.005 0.029 11111 1.4222 0.026 0.037 0.005 0.029 1.4667 0.026 0.038 0.005 0.029 .. 1.5111 0.026 0.040 0.005 0.029 1.5556 0.026 0.041 0.005 0.029 111111 1.6000 0.026 0.042 0.005 0.029 1.6444 0.026 0.043 0.005 0.029 -1.6889 0.026 0.044 0.005 0.029 111111 1.7333 0.026 0.045 0.005 0.029 1.7778 0.026 0.047 0.005 0.029 .. 1.8222 0.026 0.048 0.005 0.029 1.8667 0.026 0.049 0.005 0.029 .. 1.9111 0.026 0.050 0.006 0.029 1.9556 0.026 0.051 0.006 0.029 .. 2.0000 0.026 0.052 0.006 0.029 .. 2.0444 0.026 0.054 0.006 0.029 2.0889 0.026 0.055 0.006 0.029 .. 2.1333 0.026 0.056 0.006 0.029 2.1778 0.026 0.057 0.006 0.029 11111 2.2222 0.026 0.058 0.006 0.029 2.2667 0.026 0.059 0.006 0.029 .. 2.3111 0.026 0.061 0.006 0.029 1111 2.3556 0.026 0.062 0.006 0.029 2.4000 0.026 0.063 0.006 0.029 .. 2.4444 0.026 0.064 0.006 0.029 2.4889 0.026 0.065 0.006 0.029 • 2.5333 0.026 0.067 0.006 0.029 2.5778 0.026 0.068 0.007 0.029 .. 2.6222 0.026 0.069 0.007 0.029 .. 2.6667 0.026 0.070 0.007 0.029 2.7111 0.026 0.071 0.007 0.029 .. 2.7556 0.026 0.072 0.007 0.029 2.8000 0.026 0.074 0.007 0.029 .. 2.8444 0.026 0.075 0.007 0.029 2.8889 0.026 0.076 0.007 0.029 .. 2.9333 0.026 0.077 0.027 0.029 1111 2.9778 0.026 0.078 0.079 0.029 3.0222 0.026 0.079 0.183 0.029 .. 3.0667 0.026 0.081 0.478 0.029 3.1111 0.026 0.082 0.897 0.029 .. 3.1556 0.026 0.083 1.410 0.029 3.2000 0.026 0.084 1.999 0.029 .. 3.2444 0.026 0.085 2.651 0.029 1111 3.2889 0.026 0.087 3.352 0.029 3.3333 0.026 0.088 4.092 0.029 .. 3.3778 0.026 0.089 4.858 0.029 3.4222 0.026 0.090 5.639 0.029 1111 3.4667 0.026 0.091 6.421 0.029 3.5111 0.026 0.092 7.192 0.029 .. 3.5556 0.026 0.094 7.940 0.029 1111 3.6000 0.026 0.095 8.653 0.029 3.6444 0.026 0.096 9.322 0.029 3.6889 0.026 0.097 9.937 0.029 .. 3.7333 0.026 0.098 10.49 0.029 1111 3.7778 0.026 0.099 10.98 0.029 3.8222 0.026 0.101 11.40 0.029 .. 3.8667 0.026 0.102 11.76 0.029 1111 OMA -2_ 10-27-20 3/17/2021 8:48:24 AM Page 11 .. .. ~ .. 3.9111 0.026 0.103 12.07 0.029 3.9556 0.026 0.104 12.33 0.029 ~ 4.0000 0.026 0.105 12.57 0.029 .. 4.0444 0.026 0.107 12.98 0.029 4.0889 0.000 0.000 13.26 0.000 , .. j , .. -ii ... , .. , .., .. ,j .. , 1111 .. .J , .., ~ .. ., ~ ~ "" , .. ., .. .. ~ OMA -2_ 10-27-20 3/17/2021 8:48:24 AM Page 12 ., .. .. .. PERVIOUS CONCRETE .. Pavement Area:0.0550 acre.Pavement Length:19.00 ft. .. Pavement Width: 126.00 ft . Pavement slope 1 :0 To 1 .. Pavement thickness: 0.33 Pour Space of Pavement: 0.4 .. Material thickness of second layer: 1 Pour Space of material for second layer: 0.4 .. Material thickness of third layer: 0 .. Pour Space of material for third layer: 0 Infiltration On .. Infiltration rate: 1.11 Infiltration safety factor: 1 .. Total Volume Infiltrated (ac-ft.): 1.389 Total Volume Through Riser (ac-ft.): 0 .. Total Volume Through Facility (ac-ft.): 1.389 .. Percent Infiltrated: 100 Total Precip Applied to Facility: 0 .. Total Evap From Facility: 0.043 Element Flows To: .. Outlet 1 Outlet 2 Surface rtial Ret 2 -.. Porous Pavement Hydraulic Table .. .. Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) lnfilt(cfs) 0.0000 0.055 0.000 0.000 0.000 0.0148 0.055 0.000 0.000 0.061 .. 0.0296 0.055 0.000 0.000 0.061 .. 0.0444 0.055 0.001 0.000 0.061 0.0592 0.055 0.001 0.000 0.061 -0.0741 0.055 0.001 0.000 0.061 0.0889 0.055 0.002 0.000 0.061 .. 0.1037 0.055 0.002 0.000 0.061 0.1185 0.055 0.002 0.000 0.061 .. 0.1333 0.055 0.002 0.000 0.061 Ill 0.1481 0.055 0.003 0.000 0.061 0.1629 0.055 0.003 0.000 0.061 .. 0.1777 0.055 0.003 0.000 0.061 0.1925 0.055 0.004 0.000 0.061 .. 0.2074 0.055 0.004 0.000 0.061 0.2222 0.055 0.004 0.000 0.061 -0.2370 0.055 0.005 0.000 0.061 1111 0.2518 0.055 0.005 0.000 0.061 0.2666 0.055 0.005 0.000 0.061 .. 0.2814 0.055 0.006 0.000 0.061 0.2962 0.055 0.006 0.000 0.061 1111 0.3110 0.055 0.006 0.000 0.061 0.3258 0.055 0.007 0.000 0.061 111111 0.3407 0.055 0.007 0.000 0.061 1111 0.3555 0.055 0.007 0.000 0.061 0.3703 0.055 0.008 0.000 0.061 ... 0.3851 0.055 0.008 0.000 0.061 0.3999 0.055 0.008 0.000 0.061 1111 0.4147 0.055 0.009 0.000 0.061 0.4295 0.055 0.009 0.000 0.061 .. 0.4443 0.055 0.009 0.000 0.061 .. OMA -2_ 10-27-20 3/17/2021 8:48:24 AM Page 13 .. 1111 ------_,., ·-,, _______ ---------------------~-.,._ -------- ~ ' .. 0.4591 0.055 0.010 0.000 0.061 0.4740 0.055 0.010 0.000 0.061 , 0.4888 0.055 0.010 0.000 0.061 .. 0.5036 0.055 0.011 0.000 0.061 0.5184 0.055 0.011 0.000 0.061 , 0.5332 0.055 0.011 0.000 0.061 0.5480 0.055 0.012 0.000 0.061 .., 0.5628 0.055 0.012 0.000 0.061 0.5776 0.055 0.012 0.000 0.061 ~ 0.5924 0.055 0.013 0.000 0.061 .. 0.6073 0.055 0.013 0.000 0.061 0.6221 0.055 0.013 0.000 0.061 , 0.6369 0.055 0.014 0.000 0.061 0.6517 0.055 0.014 0.000 0.061 ... 0.6665 0.055 0.014 0.000 0.061 0.6813 0.055 0.015 0.000 0.061 ., 0.6961 0.055 0.015 0.000 0.061 ' 0.7109 0.055 0.015 0.000 0.061 .. 0.7257 0.055 0.016 0.000 0.061 0.7406 0.055 0.016 0.000 0.061 ., 0.7554 0.055 0.016 0.000 0.061 ~ 0.7702 0.055 0.016 0.000 0.061 0.7850 0.055 0.017 0.000 0.061 .. 0.7998 0.055 0.017 0.000 0.061 l 0.8146 0.055 0.017 0.000 0.061 .. 0.8294 0.055 0.018 0.000 0.061 0.8442 0.055 0.018 0.000 0.061 J 0.8590 0.055 0.018 0.000 0.061 0.8739 0.055 0.019 0.000 0.061 0.8887 0.055 0.019 0.000 0.061 ., 0.9035 0.055 0.019 0.000 0.061 .. 0.9183 0.055 0.020 0.000 0.061 0.9331 0.055 0.020 0.000 0.061 0.9479 0.055 0.020 0.000 0.061 , 0.9627 0.055 0.021 0.000 0.061 .. 0.9775 0.055 0.021 0.000 0.061 0.9923 0.055 0.021 0.000 0.061 , 1.0072 0.055 0.022 0.000 0.061 1.0220 0.055 0.022 0.000 0.061 .. 1.0368 0.055 0.022 0.000 0.061 1.0516 0.055 0.023 0.000 0.061 ., 1.0664 0.055 0.023 0.000 0.061 .ii 1.0812 0.055 0.023 0.000 0.061 1.0960 0.055 0.024 0.000 0.061 ., 1.1108 0.055 0.024 0.000 0.061 ' 1.1256 0.055 0.024 0.000 0.061 .. 1.1405 0.055 0.025 0.000 0.061 1.1553 0.055 0.025 0.000 0.061 .. 1.1701 0.055 0.025 0.000 0.061 .. 1.1849 0.055 0.026 0.000 0.061 1.1997 0.055 0.026 0.000 0.061 ., 1.2145 0.055 0.026 0.000 0.061 1.2293 0.055 0.027 0.000 0.061 .. 1.2441 0.055 0.027 0.000 0.061 1.2589 0.055 0.027 0.000 0.061 ., 1.2738 0.055 0.028 0.000 0.061 .. 1.2886 0.055 0.028 0.000 0.061 1.3034 0.055 0.028 0.000 0.061 .. .. OMA -2 10-27-20 3/17/2021 8:48:24 AM Page 14 ~ .. 1.3182 1.3330 DMA -2_ 10-27-20 0.055 0.055 0.029 0.029 0.000 0.000 3/17/2021 8:48:24 AM 0.061 0.061 Page 15 Analysis Results POC 1 '" F"•.-c •nt: "Tlm• Ex.O<a•dlng "" +-----------------+"" OJ I 2 S 10 20 lO 50 ?ti 10 9(1 11 N ■ !IIS + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 1.296 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.065 Total Impervious Area: 1.230959 Flow Frequency Method : Cunnane Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.085616 5 year 0.182944 10 year 0.256857 25 year 0.489852 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.007137 5 year 0.104242 10 year 0.113357 25 year 0.306977 OMA -2_ 10-27-20 3/17/2021 8:48:24 AM Page 16 .... .. Duration Flows .. The Facility PASSED -.. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0086 403 195 48 Pass .. 0.0111 297 172 57 Pass 0.0136 236 162 68 Pass .. 0.0161 204 150 73 Pass 11111 0.0186 184 132 71 Pass 0.0211 166 127 76 Pass .. 0.0236 152 121 79 Pass 0.0261 139 115 82 Pass .. 0.0286 126 109 86 Pass 0.0311 117 104 88 Pass .. 0.0336 113 102 90 Pass .. 0.0361 106 98 92 Pass 0.0387 98 95 96 Pass .. 0.0412 96 93 96 Pass 0.0437 95 90 94 Pass II 0.0462 94 84 89 Pass 0.0487 92 83 90 Pass .. 0.0512 86 80 93 Pass .. 0.0537 82 78 95 Pass 0.0562 77 76 98 Pass .. 0.0587 73 72 98 Pass 0.0612 70 69 98 Pass .. 0.0637 68 67 98 Pass 0.0662 66 66 100 Pass .. 0.0688 64 63 98 Pass .. 0.0713 61 61 100 Pass 0.0738 57 57 100 Pass .. 0.0763 56 53 94 Pass 0.0788 54 52 96 Pass II 0.0813 50 48 96 Pass 0.0838 48 46 95 Pass ... 0.0863 45 41 91 Pass 1111 0.0888 45 36 80 Pass 0.0913 43 32 74 Pass .. 0.0938 41 26 63 Pass 0.0963 38 25 65 Pass .. 0.0989 37 25 67 Pass 0.1014 34 23 67 Pass .. 0.1039 32 19 59 Pass II 0.1064 31 17 54 Pass 0.1089 31 11 35 Pass .. 0.1114 29 10 34 Pass 0.1139 29 5 17 Pass II 0.1164 28 5 17 Pass 0.1189 28 5 17 Pass .. 0.1214 28 5 17 Pass .. 0.1239 28 5 17 Pass 0.1264 28 5 17 Pass .. 0.1289 25 5 20 Pass 0.1315 25 4 16 Pass .. 0.1340 25 4 16 Pass 0.1365 23 4 17 Pass .. 0.1390 23 4 17 Pass .. OMA -2_ 10-27-20 3/17/2021 8:48:30 AM Page 17 .. 1111 , -•·-• C -•~~•, ~ • . ----·--~~----~-- ... J 0.1415 23 4 17 Pass 0.1440 23 4 17 Pass ., 0.1465 23 4 17 Pass .. 0.1490 21 4 19 Pass 0.1515 20 4 20 Pass J 0.1540 20 4 20 Pass 0.1565 20 4 20 Pass 0.1590 17 4 23 Pass 0.1616 16 4 25 Pass .. 0.1641 15 4 26 Pass .. 0.1666 15 4 26 Pass 0.1691 14 4 28 Pass .. 0.1716 13 4 30 Pass 0.1741 13 4 30 Pass .. 0.1766 13 4 30 Pass 0.1791 13 4 30 Pass .. 0.1816 13 4 30 Pass J 0.1841 12 4 33 Pass 0.1866 12 4 33 Pass , 0.1891 12 4 33 Pass 0.1916 12 4 33 Pass .. 0.1942 12 4 33 Pass 0.1967 12 4 33 Pass ., 0.1992 10 4 40 Pass .. 0.2017 10 4 40 Pass 0.2042 9 4 44 Pass 0.2067 9 4 44 Pass , 0.2092 9 4 44 Pass .. 0.2117 9 4 44 Pass 0.2142 9 4 44 Pass ., 0.2167 9 4 44 Pass .. 0.2192 9 4 44 Pass 0.2217 9 4 44 Pass 0.2243 8 4 50 Pass .. 0.2268 7 4 57 Pass ... 0.2293 7 4 57 Pass 0.2318 7 4 57 Pass ., 0.2343 7 4 57 Pass .. 0.2368 7 4 57 Pass 0.2393 7 4 57 Pass 0.2418 7 4 57 Pass ., 0.2443 7 4 57 Pass .. 0.2468 7 4 57 Pass 0.2493 7 4 57 Pass .. 0.2518 6 3 50 Pass 0.2543 6 3 50 Pass ... 0.2569 6 3 50 Pass .., .. ... .. .. .. .. .. DMA -2_ 10-27-20 3/17/2021 8:48:30 AM Page 18 ... ..i .. Ill .. Ill .. .. .. Ill .. .. .. .. Ill .. 11111 111111 .. Ill .. Ill .. 111111 111111 .. Ill .. 111111 .. .. .. .. 111111 .. 111111 Water Quality Drawdown Time Results Pond: STORMTANK Days 1 2 3 4 5 Maximum Stage: DMA -2_ 10-27-20 Stage(feet) 2.706 0.000 0.000 0.000 0.000 Percent of Total Run Time 0.0712 N/A N/A N/A N/A 3.000 Drawdown Time: 01 01 :47:50 !(Total System) I 3/17/2021 8:48:30 AM Page 19 -· -----~ ---- .., .. Model Default Modifications ., Total of O changes have been made. J , PERLND Changes .. No PERLND changes have been made. ... i .. IMPLND Changes No IMPLND changes have been made. .., .. , ., , .. , J ., J .., .. ., .. , .. ., .. ... .. ... .. ... .. .. .. ., l ... OMA-2_ 10-27-20 3/17/2021 8:48:30 AM Page 20 ., .. Appendix Predeveloped Schematic OMA -2_ 10-27-20 Basin 2 1.30ac 3/17/2021 8:48:30 AM Page 21 Mitigated Schematic OMA -2_ 10-27-20 Partial et 2 PERVIOUS CONCRETE 3/17/2021 8:48:30 AM Page 22 .. .. • .. .. • • "' .. • - .. ... Predeveloped UGI File RUN GLOBAL WWHM4 START model simulation 1963 10 01 OUTPUT LEVEL RUN INTERP RESUME 0 RUN 1 END GLOBAL FILES END 2004 09 30 3 0 UNIT SYSTEM 1 <File> <Un#> <-ID-> WDM MESSU <-----------File Name------------------------------>*** *** END FILES 26 25 27 28 30 OPN SEQUENCE INGRP PERLND COPY DISPLY END INGRP END OPN SEQUENCE DISPLY DISPLY-INFOl DMA -2 10-27-20.wdm PreDMA PreDMA PreDMA POCDMA 10 501 1 -2 10-27-20.MES 2-10-27-20.L61 2 10-27-20.L62 2 10-27-201.dat INDELT 00:60 # -#<----------Title----------->***TRAN PIVL DIGl FILl PYR DIG2 FIL2 YRND 1 Basin 1 MAX 1 2 30 9 END DISPLY-INFOl END DISPLY COPY TIMESERIES # -# NPT 1 1 501 1 END TIMESERIES END COPY GENER OPCODE NMN 1 1 # # OPCD *** END OPCODE PARM *** # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS # -# 10 B,NatVeg,Flat 1 END GEN-INFO *** Section PWATER*** ACTIVITY Unit-systems User t-series in out 1 1 1 Printer Engl Metr 27 0 *** *** *** <PLS # - 10 >*************Active Sections***************************** # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS # - 10 END >*****************Print-flags***************************** # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC 0 0 4 0 0 0 0 0 0 0 0 0 PRINT-INFO DMA -2_ 10-27-20 3/17/2021 8:48:31 AM *** PIVL PYR ********* 1 9 Page 23 PWAT-PARMl <PLS > PWATER variable monthly # -# CSNO RTOP UZFG VCS VUZ 10 0 1 1 1 0 END PWAT-PARMl PWAT-PARM2 parameter value flags *** VNN VIFW VIRC VLE INFC HWT 0 0 0 1 1 0 <PLS > PWATER input info: Part 2 *** # -# ***FOREST LZSN INFILT LSUR SL SUR 10 0 4 0.07 100 0.05 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** *** KVARY 2.5 # -# ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP 10 0 0 2 2 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # -# CEPSC UZSN NSUR INTFW 10 0 0.6 0.04 1 END PWAT-PARM4 MON-LZETPARM <PLS > PWATER input info: Part 3 *** # -# JAN FEB MAR APR MAY JUN JUL AUG SEP 10 0.4 0.4 0.4 0.4 0.6 0.6 0.6 0.6 0.6 END MON-LZETPARM MON-INTERCEP <PLS > PWATER input info: Part 3 *** # -# JAN FEB MAR APR MAY JUN JUL AUG SEP 10 0.1 0.1 0.1 0.1 0.06 0.06 0.06 0.06 0.06 END MON-INTERCEP PWAT-STATEl <PLS > *** # -# *** 10 Initial ran from CEPS 0 END PWAT-STATEl END PERLND IMPLND GEN-INFO conditions at start 1990 to end of 1992 SURS UZS 0 0.01 of simulation (pat 1-11-95) IFWS 0 <PLS ><-------Name-------> Unit-systems Printer User t-series Engl Metr in out # -# END GEN-INFO *** Section IWATER*** ACTIVITY 0 0.05 IRC LZETP 0.3 0 OCT NOV DEC 0.4 0.4 0.4 OCT NOV DEC 0.1 0.1 0.1 RUN 21 LZS 0.4 *** *** *** *** AGWS 0.01 <PLS >*************Active Sections***************************** # -# ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS >********Print-flags ******** PIVL PYR # -# ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARMl <PLS > IWATER variable monthly parameter value flags *** # -# CSNO RTOP VRS VNN RTLI *** END IWAT-PARMl IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # -# *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 OMA-2_10-27-20 3/17/2021 8:48:31 AM AGWRC 0.915 AGWETP *** *** *** *** 0.05 GWVS 0 Page 24 .. .. • • • .. .. .. .. .. .. .. -.. -.. ------.. --------- .. • .. .. ---.. -.. --.. - ---------- --------- IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # -# ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATEl <PLS >***Initial conditions at start of simulation # -# *** RETS SURS END IWAT-STATEl END IMPLND SCHEMATIC <-Source-> <Name> # Basin l*** PERLND 10 PERLND 10 ******Routing****** END SCHEMATIC NETWORK <--Area--> <-factor-> 1.296 1.296 <-Target-> <Name> # COPY 501 COPY 501 MBLK Tbl# 12 13 *** *** <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name># #<-factor->strg <Name> # # <Name>## *** COPY 501 OUTPUT MEAN 1 1 12.1 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name># #<-factor->strg <Name> # # <Name>## *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems # -#<------------------><---> User T-series in out END GEN-INFO *** Section RCHRES*** ACTIVITY Printer Engl Metr LKFG *** *** *** <PLS >*************Active Sections***************************** # -# HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS >*****************Print-flags******************* PIVL # -# HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL END PRINT-INFO HYDR-PARMl RCHRES Flags for each HYDR Section # -# VC Al A2 A3 ODFVFG for each*** ODGTFG for each FG FG FG FG possible exit *** possible exit * * * * * * * * * * * * * * END HYDR-PARMl HYDR-PARM2 # -# FTABNO LEN DELTH STCOR KS PYR PYR ********* *** FUNCT for each possible exit *** DB50 <------><--------><--------><--------><--------><--------><--------> *** *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section # -# *** VOL Initial value of COLIND *** ac-ft for each possible exit END HYDR-INIT END RCHRES OMA -2_ 10-27-20 3/17/2021 8:48:31 AM *** Initial value of OUTDGT for each possible exit Page 25 SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> <Name> # <Name> # WDM 2 PREC WDM 2 PREC WDM 1 EVAP WDM 1 EVAP SsysSgap<--Mult-->Tran tern strg<-factor->strg ENGL 1 ENGL 1 ENGL 1 ENGL 1 <-Target vols> <-Grp> <-Member-> *** <Name> # # <Name> # # *** PERLND 1 999 EXTNL PREC IMPLND 1 999 EXTNL PREC PERLND 1 999 EXTNL PETINP IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <Name> # <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name># #<-factor->strg <Name> # <Name> tern strg strg*** COPY 501 OUTPUT END EXT TARGETS MEAN 1 1 12.1 WDM 501 FLOW ENGL REPL MASS-LINK <Volume> <Name> MASS-LINK <-Grp> <-Member-><--Mult--> <Name># #<-factor-> 12 PERLND PWATER END MASS-LINK SURO 12 MASS-LINK 13 PERLND PWATER IFWO END MASS-LINK 13 END MASS-LINK END RUN DMA-2_10-27-20 0.083333 0.083333 <Target> <Name> COPY COPY 3/17/2021 8:48:31 AM <-Grp> <-Member->*** <Name>##*** INPUT MEAN INPUT MEAN Page 26 -----------------,. - -.. -.. .. -.. -.. .. .. ,. .. ... .. .. .. .. ----.. .. 1111 .. .. .. .. .. 11111 .. .. .. ... .. .. .. ... .. Mitigated UGI File RUN GLOBAL WWHM4 START model simulation 1963 10 01 OUTPUT LEVEL RUN INTERP RESUME 0 RUN 1 END GLOBAL FILES END 2004 09 30 3 0 UNIT SYSTEM 1 <File> <Un#> <-ID-> <-----------File Name------------------------------>*** *** WDM 26 MESSU 25 END FILES 27 28 30 OPN SEQUENCE INGRP PERLND IMPLND IMPLND RCHRES GENER RCHRES RCHRES RCHRES COPY COPY DIS PLY END INGRP END OPN SEQUENCE DISPLY DISPLY-INFOl DMA -2 10-27-20.wdm MitDMA - MitDMA MitDMA POCDMA 2 10-27-20.MES 2-10-27-20.L61 2 10-27-20.L62 2-10-27-201.dat INDELT 00:60 52 1 6 1 3 2 3 4 1 501 1 # -#<----------Title----------->***TRAN PIVL DIGl FILl 1 STORMTANK MAX END DISPLY-INFOl END DISPLY COPY TIMESERIES # -# NPT 1 1 501 1 END TIMESERIES END COPY GENER OPCODE # 3 # OPCD 24 END OPCODE PARM # 3 # END PARM END GENER PERLND GEN-INFO NMN 1 1 *** *** K *** 0 . <PLS ><-------Name------->NBLKS # -# 52 B,UrbNoirr,Flat 1 END GEN-INFO *** Section PWATER*** ACTIVITY Unit-systems User t-series in out 1 1 1 Printer Engl Metr 27 0 PYR DIG2 FIL2 YRND *** *** *** 1 2 30 9 <PLS >*************Active Sections***************************** OMA -2_ 10-27-20 3/17/2021 8:48:31 AM Page 27 # -# ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC 52 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** # -# ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC 52 0 0 4 0 0 0 0 0 0 0 0 0 END PRINT-INFO PWAT-PARMl <PLS > PWATER variable monthly parameter value flags *** # -# CSNO RTOP UZFG vcs vuz VNN VIFW VIRC VLE INFC 52 0 1 1 1 0 0 0 0 1 1 END PWAT-PARMl PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # -# ***FOREST LZSN INFILT LSUR SLSUR 52 0 4 0.07 50 0.05 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # -# ***PETMAX PETMIN INFEXP INFILD DEEPFR 52 0 0 2 2 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # -# CEPSC UZSN NSUR INTFW 52 0 0.6 0.03 1 END PWAT-PARM4 MON-LZETPARM <PLS > PWATER input info: Part 3 *** # -# JAN FEB MAR APR MAY JUN JUL AUG SEP 52 0.4 0.4 0.4 0.4 0.7 0.7 0.7 0.7 0.7 END MON-LZETPARM MON-INTERCEP <PLS > PWATER input info: Part 3 *** # -# JAN FEB MAR APR MAY JUN JUL AUG SEP 52 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 END MON-INTERCEP PWAT-STATEl <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) # -# *** CEPS 52 0 END PWAT-STATEl END PERLND IMPLND GEN-INFO SURS 0 <PLS ><-------Name-------> # -# 1 IMPERVIOUS-FLAT 6 Porous Pavement END GEN-INFO *** Section IWATER*** ACTIVITY uzs 0.01 Unit-systems User t-series in out 1 1 1 1 1 1 IFWS 0 Printer Engl Metr 27 0 27 0 0 IRC 0.3 OCT 0.4 OCT 0.1 RUN LZS 0.4 *** *** *** HWT *** 0 KVARY 2.5 BASETP 0.05 LZETP 0 NOV DEC 0.4 0.4 NOV DEC 0.1 0.1 21 *** AGWS 0.01 <PLS # - 1 >*************Active # ATMP SNOW IWAT SLD Sections***************************** IWG IQAL *** 6 END ACTIVITY PRINT-INFO OMA -2_ 10-27-20 0 0 1 0 0 0 0 0 1 0 0 0 3/17/2021 8:48:31 AM *** PIVL PYR ********* 1 9 AGWRC 0.915 AGWETP 0.05 *** *** *** *** GWVS 0 Page 28 1111111 .. .... .ii " <ILS > ******** Print-flags ******** PIVL PYR # -# ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 6 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARMl <PLS > IWATER variable monthly parameter value flags *** # -# CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 1 6 0 0 0 0 1 END IWAT-PARMl IWAT-PARM2 <PLS > IWATER # -# *** LSUR 1 100 6 100 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER # -# ***PETMAX 1 0 6 0 END IWAT-PARM3 input info: SLSUR 0.05 0.01 input info: PETMIN 0 0 Part 2 NSUR 0.011 0.011 Part 3 *** RETSC 0.1 0.1 *** IWAT-STATEl <PLS > *** # -# *** 1 Initial RETS conditions SURS at start of simulation 0 0 6 0 0 END IWAT-STATEl END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> <Name> # <-factor-> <Name> # DMA 2*** PERLND 52 0.065 RCHRES 2 PERLND 52 0.065 RCHRES 2 IMPLND 1 1.176 RCHRES 2 IMPLND 6 0.055 RCHRES 1 ******Routing****** RCHRES 3 1 RCHRES 4 RCHRES 3 COPY 1 RCHRES 2 1 RCHRES 4 RCHRES 2 COPY 1 RCHRES 2 1 RCHRES 3 RCHRES 1 1 RCHRES 2 RCHRES 4 1 COPY 501 END SCHEMATIC NETWORK MBLK Tbl# 2 3 5 5 7 17 7 17 8 7 17 *** *** <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # COPY 501 OUTPUT MEAN 1 1 12.1 DISPLY 1 INPUT TIMSER 1 GENER 3 OUTPUT TIMSER .0002778 RCHRES 2 EXTNL OUTDGT 1 *** *** <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name># #<-factor->strg <Name> # # <Name>## *** END NETWORK RCHRES GEN-INFO RCHRES OMA -2_ 10-27-20 Name Nexits Unit Systems Printer *** 3/17/2021 8:48:31 AM Page 29 # -#<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 PERVIOUS CONCRET-013 2 1 1 1 28 0 1 2 Surface rtial Re-004 2 1 1 1 28 0 1 3 Bio Partial Ret -003 2 1 1 1 28 0 1 4 STORMTANK 2 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # -# HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 3 1 0 0 0 0 0 0 0 0 0 4 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # -# HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 3 4 0 0 0 0 0 0 0 0 0 1 9 4 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARMl *** *** ODGTFG for each FUNCT for each RCHRES Flags for each HYDR Section # -# VC Al A2 A3 ODFVFG for each FG FG FG FG possible exit *** possible exit possible exit 1 2 3 4 * * * * * * * * * 0 1 0 0 1 0 0 1 0 0 1 0 0 0 0 0 4 5 4 5 4 5 4 5 0 0 0 0 0 0 0 0 0 0 0 0 END HYDR-PARMl HYDR-PARM2 # -# FTABNO LEN DELTH * * * * * *** 0 0 0 0 0 2 2 0 1 0 0 0 2 1 0 0 0 0 0 2 2 0 0 0 0 0 2 2 STCOR KS DB50 <------><--------><--------><--------><--------><--------><--------> 1 1 0.01 0.0 0.0 2 2 0.01 0.0 0.0 3 3 0.01 0.0 0.0 4 4 0.01 0.0 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section 0.5 0.0 0.0 0.5 0.0 0.0 0.0 0.0 2 2 2 2 2 2 2 2 2 2 2 2 *** *** *** # -# *** VOL Initial value of COLIND *** ac-ft for each possible exit <------><--------> <---><---><---><---><---> *** Initial value of OUTDGT for each possible exit <---><---><---><---><---> 1 0 4.0 5.0 0.0 2 0 4.0 5.0 0.0 3 0 4.0 5.0 0.0 4 0 4.0 5.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS *** User-Defined Variable Quantity Lines *** addr *** <------> 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 *** kwd varnam optyp opn vari sl s2 s3 tp multiply le ls ac as agfn *** <****> <----> UVQUAN vol3 UVQUAN v2m3 UVQUAN vpo3 UVQUAN v2d3 *** User-Defined *** OMA -2 10-27-20 <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** RCHRES 3 VOL 4 GLOBAL WORKSP 2 3 GLOBAL WORKSP 3 3 GENER 3 K 1 3 Target Variable Names addr or addr or 3/17/2021 8:48:31 AM 0.0 0.0 0.0 0.0 Page 30 .. • .. • . . .. .. • • .. " • .. "' .. • • - -.. ... ... ... ... .. ... ,.. .. .. .. ,.. .. ,.. 1111 .. .. .. .. .. -.. - -.. -.. -.. *** <------> <------> *** kwd varnam ct vari sl s2 s3 frac aper <****> <----><-> <----><-><-><-> <---> 1.0 1.0 1.0 <--> vari sl s2 s3 frac aper <----><-><-><-> <---> <--> UVNAME v2m3 1 WORKSP 2 UVNAME vpo3 1 WORKSP 3 UVNAME v2d3 1 K 1 QUAN QUAN QUAN *** opt foplop dcdts yr mo dy hr mn d t vnam sl s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> GENER 3 v2m3 2640.68 *** Compute remaining available pore space GENER 3 vpo3 GENER 3 vpo3 *** Check to see if VPORA goes negative; if so IF (vpo3 < 0.0) THEN GENER 3 END IF *** Infiltration GENER 3 END SPEC-ACTIONS FTABLES FTABLE 3 67 5 volume vpo3 v2d3 v2m3 vol3 set VPORA = 0.0 0.0 vpo3 <> <-><-> Depth (ft) 0.000000 0.049451 0.098901 0.148352 0.197802 0.247253 0.296703 0.346154 0.395604 0.445055 0.494505 0.543956 0.593407 0.642857 0.692308 0.741758 0.791209 0.840659 0. 890110 0.939560 0.989011 1.038462 1.087912 1.137363 1.186813 1.236264 1.285714 1.335165 1.384615 1.434066 1.483516 1. 532967 1.582418 1.631868 1. 681319 1.730769 1.780220 1. 829670 1.879121 1.928571 1.978022 2.027473 2.076923 2.126374 2.175824 2.225275 Area (acres) 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 0.038028 Volume (acre-ft) 0.000000 0.000564 0. 001128 0.001692 0.002257 0.002821 0.003385 0.003949 0.004513 0.005077 0.005641 0.006206 0.006770 0.007334 0.007898 0.008462 0.009026 0.009591 0.010155 0.010719 0. 011283 0.011847 0.012411 0.012975 0.013540 0.014104 0.014668 0.015232 0.015796 0.016360 0.016924 0.017489 0.018053 0.018617 0.019181 0.019745 0.020526 0. 021306 0.022086 0.022867 0.023647 0.024428 0.025208 0.025988 0.026769 0.027549 Outflowl (cfs) 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.004892 0.007338 0.013568 0.016682 0.021454 0.023840 0.027599 0.029479 0.032619 0.034189 0.036931 0.038302 0.040766 0.041998 0.044257 0.045386 0.047484 0.048533 0.050501 Outflow2 (cfs) 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.002285 0.003354 0.004000 0.005536 0.006433 0.008503 0.009684 0.012350 0.013842 0.016488 0.016488 0.016488 0.016488 0.016488 0.016488 0.016488 0.016488 0.016488 0.016488 0.016488 0.016488 0.016488 0.016488 0.016488 0.016488 0.016488 0.016488 0.016488 0.016488 0.016488 0.016488 0.016488 0.016488 0.016488 0.016488 0.016488 0.016488 0.016488 0.016488 Velocity (ft/sec) Travel Time*** (Minutes)*** OMA-2_ 10-27-20 3/17/2021 8:48:31 AM Page 31 -~ -------·-.,~-~ ---··•,.•~· ---·.-----------·--.. .. 2.274725 0.038028 0.028330 0.051795 0.016488 2.324176 0.038028 0.029110 0.055083 0.016488 , 2.373626 0.038028 0.029890 0.059148 0.016488 ., 2.423077 0.038028 0. 030671 0.063427 0.016488 2.472527 0.038028 0.031451 0.067673 0.016488 2.521978 0.038028 0.032232 0.071784 0.016488 , 2.571429 0.038028 0.033012 0.075730 0.016488 2.620879 0.038028 0.033792 0.079507 0.016488 .. 2.670330 0.038028 0.034573 0.083124 0.016488 2.719780 0.038028 0.035353 0.086595 0.016488 .. 2.769231 0.038028 0.036134 0.089935 0.016488 2.818681 0.038028 0.036914 0.093156 0.016488 ... 2. 868132 0.038028 0.037695 0.096270 0.016488 2.917582 0.038028 0.038475 0.099288 0.016488 2.967033 0.038028 0.039255 0.102218 0.016488 .. 3.016484 0.038028 0.040036 0.105068 0.016488 -1 3.065934 0.038028 0.040816 0.107847 0.016488 .. 3.115385 0.038028 0.041597 0.110563 0.016488 3.164835 0.038028 0.042377 0 .113225 0.016488 ~ 3.214286 0.038028 0.043157 0.115853 0.016488 .., 3.250000 0.038028 0.060622 0.188009 0.016488 END FTABLE 3 FTABLE 2 , 27 5 " Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** .. (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.038028 0.000000 0.000000 0.000000 , 0.049451 0.038028 0.001880 0.000000 0.191724 0.098901 0.038028 0.003761 0.000000 0.236319 .. 0.148352 0.038028 0.005641 0.000000 0.242639 0.197802 0.038028 0.007522 0.000000 0.248960 , 0.247253 0.038028 0.009402 0.000000 0.255280 0.296703 0.038028 0. 011283 0.000000 0.261601 .. 0.346154 0.038028 0.013163 0.000000 0.267921 0.395604 0.038028 0.015044 0.000000 0.274242 0.445055 0.038028 0.016924 0.000000 0.280562 ., 0.494505 0.038028 0.018805 0.000000 0.286883 .. 0.543956 0.038028 0.020685 0.000000 0.293204 0.593407 0.038028 0.022566 0.000000 0.299524 0.642857 0.038028 0.024446 0.000000 0.305845 J 0.692308 0.038028 0.026327 0.000000 0.312165 0.741758 0.038028 0.028207 0.000000 0.318486 0.791209 0.038028 0.030088 0.000000 0.324806 0.840659 0.038028 0.031968 0.000000 0. 331127 , 0. 890110 0.038028 0.033849 0.000000 0.337447 0.939560 0.038028 0.035729 0.000000 0.343768 .. 0.989011 0.038028 0.037610 0.000000 0.350089 1.038462 0.038028 0.039490 0.160076 0.356409 ., 1.087912 0.038028 0.041371 0.552618 0.362730 1.137363 0.038028 0.043251 1.077788 0.369050 .. 1.186813 0.038028 0.045132 1.704888 0. 375371 1.236264 0.038028 0.047012 2.413902 0.381691 1.250000 0.038028 0.047535 3.187839 0.383447 J END FTABLE 2 FTABLE 4 92 5 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** ~ (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** .. 0.000000 0.026446 0.000000 0.000000 0.000000 0.044444 0.026446 0.001175 0.000915 0.029600 0.088889 0.026446 0.002351 0.001295 0.029600 , 0 .133333 0.026446 0.003526 0.001585 0.029600 0.177778 0.026446 0.004702 0.001831 0.029600 .. 0.222222 0.026446 0.005877 0.002047 0.029600 0.266667 0.026446 0.007052 0.002242 0.029600 ~ 0.311111 0.026446 0.008228 0.002422 0.029600 0.355556 0.026446 0.009403 0.002589 0.029600 .. 0.400000 0.026446 0.010579 0.002746 0.029600 0.444444 0.026446 0.011754 0.002895 0.029600 0.488889 0.026446 0.012929 0.003036 0.029600 J OMA-2_10-27-20 3/17/2021 8:48:31 AM Page 32 ., j .. 0.533333 0.026446 0.014105 0.003171 0.029600 0.577778 0.026446 0.015280 0.003300 0.029600 0.622222 0.026446 0.016455 0.003425 0.029600 0.666667 0.026446 0.017631 0.003545 0.029600 0. 711111 0.026446 0.018806 0.003661 0.029600 0.755556 0.026446 0.019982 0.003774 0.029600 0.800000 0.026446 0.021157 0.003884 0.029600 0.844444 0.026446 0.022332 0.003990 0.029600 0.888889 0.026446 0.023508 0.004094 0.029600 0.933333 0.026446 0.024683 0.004195 0.029600 0.977778 0.026446 0.025859 0.004293 0.029600 1.022222 0.026446 0.027034 0.004390 0.029600 1.066667 0.026446 0.028209 0.004484 0.029600 1.111111 0.026446 0.029385 0.004577 0.029600 1.155556 0.026446 0.030560 0.004667 0.029600 1.200000 0.026446 0.031736 0.004756 0.029600 1.244444 0.026446 0. 032911 0.004844 0.029600 1.288889 0.026446 0.034086 0.004929 0.029600 1.333333 0.026446 0.035262 0. 005014 0.029600 1. 377778 0.026446 0.036437 0.005096 0.029600 1. 422222 0.026446 0.037612 0.005178 0.029600 1.466667 0.026446 0.038788 0.005258 0.029600 1. 511111 0.026446 0.039963 0.005337 0.029600 1.555556 0.026446 0.041139 0.005415 0. 029600 1.600000 0.026446 0.042314 0.005492 0.029600 1.644444 0.026446 0.043489 0.005568 0.029600 1.688889 0.026446 0.044665 0.005643 0.029600 1.733333 0.026446 0.045840 0.005716 0.029600 1.777778 0.026446 0.047016 0.005789 0.029600 1.822222 0.026446 0.048191 0.005861 0.029600 1.866667 0.026446 0.049366 0.005932 0.029600 1. 911111 0.026446 0.050542 0.006002 0.029600 1. 955556 0.026446 0.051717 0.006072 0.029600 2.000000 0.026446 0.052893 0. 006140 0.029600 2.044444 0.026446 0.054068 0.006208 0.029600 2.088889 0.026446 0.055243 0.006275 0.029600 2.133333 0.026446 0.056419 0.006342 0.029600 2.177778 0.026446 0.057594 0.006407 0.029600 2.222222 0.026446 0.058770 0.006473 0. 029600 2.266667 0.026446 0.059945 0.006537 0.029600 2. 311111 0.026446 0.061120 0.006601 0.029600 2.355556 0.026446 0.062296 0.006664 0.029600 2.400000 0.026446 0.063471 0.006726 0.029600 2.444444 0.026446 0.064646 0.006788 0.029600 2.488889 0.026446 0.065822 0.006850 0.029600 2.533333 0.026446 0.066997 0. 006911 0.029600 2.577778 0.026446 0.068173 0.006971 0.029600 2.622222 0.026446 0.069348 0.007031 0.029600 2.666667 0.026446 0.070523 0.007090 0.029600 2. 711111 0.026446 0.071699 0.007149 0.029600 2.755556 0.026446 0. 072874 0.007207 0.029600 2.800000 0.026446 0.074050 0.007265 0.029600 2.844444 0.026446 0.075225 0.007323 0.029600 2.888889 0.026446 0.076400 0.007380 0.029600 2.933333 0.026446 0.077576 0.027702 0.029600 2.977778 0.026446 0.078751 0.079724 0.029600 3.022222 0.026446 0.079927 0.183181 0.029600 3.066667 0.026446 0.081102 0.478001 0.029600 3 .111111 0.026446 0. 082277 0.897731 0.029600 3.155556 0.026446 0.083453 1.410837 0.029600 3.200000 0.026446 0.084628 1.999748 0.029600 3.244444 0.026446 0.085803 2.651019 0.029600 3.288889 0.026446 0.086979 3.352536 0.029600 3.333333 0.026446 0.088154 4.092442 0.029600 3.377778 0.026446 0.089330 4.858713 0.029600 3.422222 0.026446 0.090505 5.639053 0.029600 3.466667 0.026446 0.091680 6.420980 0.029600 3. 511111 0.026446 0.092856 7.192027 0.029600 3.555556 0.026446 0.094031 7.940040 0.029600 3.600000 0.026446 0.095207 8.653536 0.029600 OMA -2_ 10-27-20 3/17/2021 8:48:31 AM Page 33 3.644444 0.026446 0.096382 9.322127 0.029600 3.688889 0.026446 0.097557 9.936988 0.029600 3.733333 0.026446 0.098733 10.49137 0.029600 3.777778 0.026446 0.099908 10. 98115 0.029600 3.822222 0.026446 0.101084 11.40544 0.029600 3.866667 0.026446 0.102259 11.76717 0.029600 .. 3. 911111 0.026446 0.103434 12.07377 0.029600 3.955556 0.026446 0.104610 12.33785 0.029600 4.000000 0.026446 0.105785 12.57793 0.029600 4.044444 0.026446 0.106961 12.98948 0.029600 ~ END FTABLE 4 FTABLE 1 91 5 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** • 0.000000 0.054959 0.000000 0.000000 0.000000 0. 014811 0.054959 0.000326 0.000000 0. 061513 0.029622 0.054959 0.000651 0.000000 0.061513 0.044433 0.054959 0.000977 0.000000 0.061513 0.059244 0.054959 0.001302 0.000000 0.061513 0.074056 0.054959 0.001628 0.000000 0. 061513 0.088867 0.054959 0.001954 0.000000 0.061513 0.103678 0.054959 0.002279 0.000000 0. 061513 0.118489 0.054959 0.002605 0.000000 0.061513 0.133300 0.054959 0.002930 0.000000 0.061513 0 .148111 0.054959 0.003256 0.000000 0.061513 0.162922 0.054959 0.003582 0.000000 0.061513 • 0.177733 0.054959 0.003907 0.000000 0.061513 0.192544 0.054959 0.004233 0.000000 0.061513 0.207356 0.054959 0.004558 0.000000 0.061513 0.222167 0.054959 0.004884 0.000000 0.061513 • 0.236978 0.054959 0.005210 0.000000 0.061513 0.251789 0.054959 0.005535 0.000000 0.061513 0.266600 0.054959 0.005861 0.000000 0.061513 0. 281411 0.054959 0.006186 0.000000 0.061513 0.296222 0.054959 0.006512 0.000000 0.061513 • 0. 311033 0.054959 0.006838 0.000000 0.061513 0.325844 0.054959 0.007163 0.000000 0. 061513 0.340656 0.054959 0.007489 0.000000 0.061513 0.355467 0.054959 0.007814 0.000000 0.061513 0.370278 0.054959 0.008140 0.000000 0.061513 0.385089 0.054959 0.008466 0.000000 0. 061513 0.399900 0.054959 0.008791 0.000000 0.061513 0.414711 0.054959 0.009117 0.000000 0.061513 0.429522 0.054959 0.009442 0.000000 0.061513 0.444333 0.054959 0.009768 0.000000 0. 061513 0.459144 0.054959 0.010094 0.000000 0. 061513 0.473956 0.054959 0.010419 0.000000 0.061513 • 0.488767 0.054959 0.010745 0.000000 0. 061513 0.503578 0.054959 0.011070 0.000000 0.061513 0.518389 0.054959 0.011396 0.000000 0.061513 0.533200 0.054959 0.011722 0.000000 0.061513 0.548011 0.054959 0.012047 0.000000 0.061513 0.562822 0.054959 0.012373 0.000000 0.061513 0.577633 0.054959 0.012698 0.000000 0.061513 0.592444 0.054959 0.013024 0.000000 0.061513 0.607256 0.054959 0.013350 0.000000 0.061513 • 0.622067 0.054959 0. 013675 0.000000 0. 061513 0.636878 0.054959 0.014001 0.000000 0. 061513 0.651689 0.054959 0.014326 0.000000 0.061513 0.666500 0.054959 0.014652 0.000000 0. 061513 0. 681311 0.054959 0.014978 0.000000 0. 061513 0.696122 0.054959 0.015303 0.000000 0. 061513 0. 710933 0.054959 0.015629 0.000000 0.061513 0.725744 0.054959 0.015954 0.000000 0.061513 • 0.740556 0.054959 0.016280 0.000000 0. 061513 0.755367 0.054959 0.016606 0.000000 0. 061513 0.770178 0.054959 0.016931 0.000000 0. 061513 0.784989 0.054959 0.017257 0.000000 0.061513 0.799800 0.054959 0.017582 .. 0.000000 0. 061513 OMA -2_ 10-27-20 3/17/2021 8:48:31 AM Page 34 .. • 1111 .. .. ... .. ... -.. ... .. .. 0.814611 0.054959 0.829422 0.054959 0.844233 0.054959 0.859044 0.054959 0.873856 0.054959 0.888667 0.054959 0.903478 0.054959 0.918289 0.054959 0.933100 0.054959 0.947911 0.054959 0.962722 0.054959 0.977533 0.054959 0.992344 0.054959 1.007156 0.054959 1.021967 0.054959 1.036778 0.054959 1.051589 0.054959 1.066400 0.054959 1.081211 0.054959 1.096022 0.054959 1.110833 0.054959 1.125644 0.054959 1.140456 0.054959 1.155267 0.054959 1.170078 0.054959 1.184889 0.054959 1.199700 0.054959 1.214511 0.054959 1.229322 0.054959 1.244133 0.054959 1.258944 0.054959 1.273756 0.054959 1.288567 0.054959 1.303378 0.054959 1.318189 0.054959 1.333000 0.054959 END FTABLE 1 END FTABLES 0.017908 0.018234 0.018559 0.018885 0.019210 0.019536 0.019862 0.020187 0. 020513 0.020838 0.021164 0.021490 0.021815 0. 022141 0.022466 0.022792 0.023118 0.023443 0.023769 0.024094 0.024420 0.024746 0. 025071 0.025397 0.025722 0.026048 0.026374 0.026699 0.027025 0.027350 0.027676 0.028002 0.028327 0.028653 0.028978 0.029792 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 11111 EXT SOURCES .. ,.. .. ,.. .. ... .. ... .. .. <-Volume-> <Name> # WDM 2 WDM 2 WDM 1 WDM 1 WDM 2 WDM 1 WDM 1 WDM 1 <Member> <Name># PREC PREC EVAP EVAP PREC EVAP EVAP EVAP SsysSgap<--Mult-->Tran tern strg<-factor->strg ENGL 1 ENGL 1 ENGL 1 ENGL 1 ENGL 1 ENGL 1 ENGL 0.5 ENGL 0.7 END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <Name> # <-Member-><--Mult-->Tran <Name># #<-factor->strg RCHRES 4 HYDR RCHRES 4 HYDR RCHRES 4 HYDR RCHRES 4 HYDR COPY 1 OUTPUT COPY 501 OUTPUT END EXT TARGETS RO 1 1 1 0 1 1 1 0 2 1 1 STAGE 1 1 1 MEAN 1 1 12.1 MEAN 1 1 12.1 ,... MASS-LINK .. Ill .. <Volume> <Name> MASS-LINK <-Grp> <-Member-><--Mult--> <Name># #<-factor-> 2 PERLND PWATER SURO 2 0.083333 END MASS-LINK 0. 061513 0. 061513 0.061513 0.061513 0.061513 0.061513 0.061513 0.061513 0.061513 0.061513 0.061513 0.061513 0.061513 0.061513 0.061513 0.061513 0.061513 0.061513 0.061513 0.061513 0.061513 0.061513 0.061513 0.061513 0.061513 0.061513 0.061513 0.061513 0.061513 0. 061513 0. 061513 0. 061513 0. 061513 0.061513 0.061513 0.061513 <-Target <Name> PERLND IMPLND PERLND IMPLND RCHRES RCHRES RCHRES RCHRES vols> <-Grp> <-Member-> *** *** # # 1 999 1 999 1 999 1 999 2 EXTNL EXTNL EXTNL EXTNL EXTNL EXTNL EXTNL EXTNL 1 2 3 <-Volume-> <Name> # WDM 1006 WDM 1007 WDM 1008 WDM 1009 WDM 701 WDM 801 <Member> <Name> FLOW FLOW FLOW STAG FLOW FLOW <Name>## PREC PREC PETINP PETINP PREC POTEV POTEV POTEV Tsys tern ENGL ENGL ENGL ENGL ENGL ENGL Tgap Amd *** strg strg*** REPL REPL REPL REPL REPL REPL <Target> <Name> <-Grp> <-Member->*** <Name>##*** RCHRES INFLOW IVOL OMA -2_ 10-27-20 3/17/2021 8:48:31 AM Page 35 .. -' MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 ~ 1 .. MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL ., END MASS-LINK 5 .. MASS-LINK 7 RCHRES OFLOW OVOL 1 RCHRES INFLOW IVOL ~ END MASS-LINK 7 .. MASS-LINK 8 RCHRES OFLOW OVOL 2 RCHRES INFLOW IVOL ... END MASS-LINK 8 J MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 ~ I .. END MASS-LINK .. END RUN .. ~ .. .. .J .. -' ., .. :J .. _. ., .. .. .. ... .. .. .. J OMA -2_ 10-27-20 3/17/2021 8:48:31 AM Page 36 ., .. Predeveloped HSPF Message File OMA -2_ 10-27-20 3/17/2021 8:48:31 AM Page 37 Mitigated HSPF Message File DMA-2_ 10-27-20 3/17/2021 8:48:31 AM Page 38 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright© by : Clear Creek Solutions, Inc. 2005-2021; All Rights Reserved . Clear Creek Solutions, Inc. 6200 Capitol Blvd . Ste F Olympia, WA. 98501 Toll Free 1 (866)943-0304 Local (360)943-0304 www .clearcreeksolutions.com OMA -2_ 10-27-20 3/17/202 1 8:48:31 AM Page 39 SDHM3.1 PROJECT REPORT -.. General Model Information • Project Name: OMA -3_ 10-27-20 .... Site Name: 1312D -GTE -Toyota-COMBINED • Site Address: 5424 Paseo del Norte .. City: Carlsbad, CA 92008 .. Report Date: 3/16/2021 • Gage: ENCINITA Data Start: 10/01/1963 .. Data End: 09/30/2004 • Timestep: Hourly .. Precip Scale: 1.000 .. Version Date: 2020/04/07 • 11 POC Thresholds • .. Low Flow Threshold for POC1: 10 Percent of the 2 Year • High Flow Threshold for POC1: 10 Year .. .. .. .. . ., • .. .. .. .. .. .. .. " .. .. • .. .. DMA -3_ 10-27-20 3/16/2021 2:36:28 PM Page2 .. .. Landuse Basin Data Predeveloped Land Use Basin 3 Bypass: No Groundwater: No Pervious Land Use acre B,NatVeg,Flat 0.108 Pervious Total 0.108 Impervious Land Use acre Impervious Total 0 Basin Total 0.108 Element Flows To: Surface lnterflow OMA -3_ 10-27-20 -.. ------------ Groundwater .. ---------.. ------.. -• .. • 3/16/2021 2:36:28 PM Page 3 -.. .. ... Mitigated Land Use ... .. DMA3 Bypass: No ... .. Groundwater: No ,.. Pervious Land Use acre B,UrbNolrr,Flat 0.017 1111 Pervious Total 0.017 .. ... Impervious Land Use acre IMPERVIOUS-FLAT 0.091 .. Impervious Total 0.091 ... Basin Total 0.108 ... ... Element Flows To: ... Surface lnterflow Groundwater Surface iltration 3 Surface iltration 3 ... ... 1111 .. ... .. ... ... 1111 ... .. .. .. .. -.. .. .. 1111 ... 1111 OMA -3_ 10-27-20 3/16/2021 2:36:28 PM Page4 ... 1111 Routing Elements Predeve/oped Routing DMA -3_ 10-27-20 3/16/2021 2:36:28 PM Page 5 .. J ~ ~ , .. , .. ~ .. , .. J J :J ., .. , 111111 .. 1 .. J ., .. .. J .. .. J ... J .. .. ~ .. Mitigated Routing Biofiltration 3 Bottom Length: Bottom Width: Material thickness of first layer: Material type for first layer: Material thickness of second layer: Material type for second layer: Material thickness of third layer: Material type for third layer: Infiltration On Infiltration rate: Infiltration safety factor: Total Volume Infiltrated (ac-ft.): Total Volume Through Riser (ac-ft.): Total Volume Through Facility (ac-ft.): Percent Infiltrated: Total Precip Applied to Facility: Total Evap From Facility: Underdrain used Underdrain Diameter (feet): Orifice Diameter (in.): Offset (in.): Flow Through Underdrain (ac-ft.): Total Outflow (ac-ft.): Percent Through Underdrain: Discharge Structure Riser Height: 1 ft. Riser Diameter: 24 in. Element Flows To: Outlet 1 Outlet 2 Biofilter Hydraulic Table 19.40 ft. 19.40 ft. 0.25 Mulch 1.5 ESM 2.5 GRAVEL 0.12 1 2.026 0.046 2.352 86.14 0.213 0.254 0.5 0.12 3 0.28 2.352 11.9 Stage(feet) 0.0000 0.0604 0.1209 0.1813 0.2418 0.3022 0.3626 0.4231 0.4835 0.5440 0.6044 0.6648 0.7253 0.7857 0.8462 0.9066 0.9670 1.0275 1.0879 1.1484 Area(ac.) 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 Volume(ac-ft.) 0.0000 Discharge(cfs) lnfilt(cfs) 0.0000 0.0000 0.0002 0.0000 0.0000 0.0003 0.0000 0.0000 0.0005 0.0000 0.0000 0.0006 0.0000 0.0000 0.0008 0.0000 0.0000 0.0009 0.0000 0.0000 0.0011 0.0000 0.0007 0.0013 0.0000 0.0007 0.0014 0.0000 0.0010 0.0016 0.0000 0.0010 0.0017 0.0000 0.0010 0.0019 0.0000 0.0010 0.0020 0.0000 0.0010 0.0022 0.0000 0.0010 0.0023 0.0000 0.0010 0.0025 0.0000 0.0010 0.0027 0.0000 0.0010 0.0028 0.0000 0.0010 0.0030 0.0000 0.0010 OMA -3_ 10-27-20 3/16/2021 2:36:28 PM Page 6 1.2088 0.0086 0.0031 0.0000 0.0010 1.2692 0.0086 0.0033 0.0000 0.0010 1.3297 0.0086 0.0034 0.0001 0.0010 1.3901 0.0086 0.0036 0.0001 0.0010 1.4505 0.0086 0.0038 0.0001 0.0010 1.5110 0.0086 0.0039 0.0001 0.0010 1.5714 0.0086 0.0041 0.0001 0.0010 1.6319 0.0086 0.0042 0.0001 0.0010 1.6923 0.0086 0.0044 0.0001 0.0010 1.7527 0.0086 0.0046 0.0001 0.0010 1.8132 0.0086 0.0048 0.0001 0.0010 1.8736 0.0086 0.0050 0.0002 0.0010 1.9341 0.0086 0.0053 0.0002 0.0010 1.9945 0.0086 0.0055 0.0002 0.0010 2.0549 0.0086 0.0057 0.0002 0.0010 2.1154 0.0086 0.0059 0.0002 0.0010 2.1758 0.0086 0.0061 0.0002 0.0010 2.2363 0.0086 0.0063 0.0002 0.0010 2.2967 0.0086 0.0066 0.0002 0.0010 2.3571 0.0086 0.0068 0.0002 0.0010 2.4176 0.0086 0.0070 0.0002 0.0010 2.4780 0.0086 0.0072 0.0002 0.0010 2.5385 0.0086 0.0074 0.0003 0.0010 2.5989 0.0086 0.0076 0.0003 0.0010 2.6593 0.0086 0.0079 0.0003 0.0010 2.7198 0.0086 0.0081 0.0003 0.0010 2.7802 0.0086 0.0083 0.0003 0.0010 2.8407 0.0086 0.0085 0.0003 0.0010 2.9011 0.0086 0.0087 0.0004 0.0010 2.9615 0.0086 0.0089 0.0004 0.0010 3.0220 0.0086 0.0092 0.0004 0.0010 3.0824 0.0086 0.0094 0.0004 0.0010 3.1429 0.0086 0.0096 0.0004 0.0010 3.2033 0.0086 0.0098 0.0004 0.0010 3.2637 0.0086 0.0100 0.0004 0.0010 3.3242 0.0086 0.0102 0.0004 0.0010 3.3846 0.0086 0.0105 0.0004 0.0010 3.4451 0.0086 0.0107 0.0005 0.0010 3.5055 0.0086 0.0109 0.0005 0.0010 3.5659 0.0086 0.0111 0.0005 0.0010 3.6264 0.0086 0.0113 0.0005 0.0010 3.6868 0.0086 0.0115 0.0005 0.0010 3.7473 0.0086 0.0118 0.0005 0.0010 3.8077 0.0086 0.0120 0.0005 0.0010 3.8681 0.0086 0.0122 0.0005 0.0010 3.9286 0.0086 0.0124 0.0005 0.0010 3.9890 0.0086 0.0126 0.0005 0.0010 4.0495 0.0086 0.0128 0.0005 0.0010 4.1099 0.0086 0.0131 0.0006 0.0010 4.1703 0.0086 0.0133 0.0006 0.0010 4.2308 0.0086 0.0135 0.0006 0.0010 4.2500 0.0086 0.0136 0.0008 0.0010 Biofilter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)lnfilt(cfs) 4.2500 0.0086 0.0136 0.0000 0.0436 0.0000 4.3104 0.0086 0.0141 0.0000 0.0436 0.0000 4.3709 0.0086 0.0146 0.0000 0.0543 0.0000 OMA -3 _ 10-27-20 3/16/2021 2:36:28 PM Page 7 4.4313 0.0086 0.0151 0.0000 0.0561 0.0000 4.4918 0.0086 0.0156 0.0000 0.0578 0.0000 4.5522 0.0086 0.0162 0.0000 0.0596 0.0000 4.6126 0.0086 0.0167 0.0000 0.0614 0.0000 4.6731 0.0086 0.0172 0.0000 0.0631 0.0000 4.7335 0.0086 0.0177 0.0000 0.0649 0.0000 4.7940 0.0086 0.0183 0.0000 0.0666 0.0000 4.8544 0.0086 0.0188 0.0000 0.0684 0.0000 4.9148 0.0086 0.0193 0.0000 0.0701 0.0000 4.9753 0.0086 0.0198 0.0000 0.0719 0.0000 5.0357 0.0086 0.0203 0.0000 0.0736 0.0000 5.0962 0.0086 0.0209 0.0000 0.0754 0.0000 5.1566 0.0086 0.0214 0.0000 0.0771 0.0000 5.2170 0.0086 0.0219 0.0000 0.0789 0.0000 5.2775 0.0086 0.0224 0.0967 0.0807 0.0000 5.3379 0.0086 0.0230 0.5526 0.0824 0.0000 5.3984 0.0086 0.0235 1.2091 0.0842 0.0000 5.4588 0.0086 0.0240 2.0109 0.0859 0.0000 5.5000 0.0086 0.0244 2.9237 0.0871 0.0000 OMA-3_ 10-27-20 3/16/2021 2:36:28 PM Page 8 Surface iltration 3 Element Flows To: Outlet 1 Outlet 2 Biofiltration 3 DMA -3_ 10-27-20 3/16/2021 2:36:28 PM Page 9 Analysis Results POC 1 U02 • ~ 0.02 ~ U01 0 j ll uo, " +----------------+ooee, P •ro-nt Tlm-Ex.a-•dln g O!I 1 2 , 10 20 30 50 11 IO to t5 • ti IU I + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.108 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.017 Total Impervious Area: 0.091 Flow Frequency Method: Cunnane Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.007135 5 year 0.015245 10 year 0.021405 25 year 0.040821 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.000648 5 year 0.00065 10 year 0.014445 25 year 0.044037 OMA -3_ 10-27-20 3/16/2021 2:36:28 PM Page 10 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0007 403 56 13 Pass 0.0009 296 55 18 Pass 0.0011 236 53 22 Pass 0.0013 204 53 25 Pass 0.0015 184 52 28 Pass 0.0018 166 51 30 Pass 0.0020 152 50 32 Pass 0.0022 139 48 34 Pass 0.0024 126 47 37 Pass 0.0026 117 47 40 Pass 0.0028 113 46 40 Pass 0.0030 106 46 43 Pass 0.0032 98 44 44 Pass 0.0034 96 43 44 Pass 0.0036 95 41 43 Pass 0.0038 94 40 42 Pass 0.0041 92 40 43 Pass 0.0043 86 39 45 Pass 0.0045 82 38 46 Pass 0.0047 77 37 48 Pass 0.0049 73 37 50 Pass 0.0051 70 36 51 Pass 0.0053 68 35 51 Pass 0.0055 66 34 51 Pass 0.0057 64 34 53 Pass 0.0059 61 34 55 Pass 0.0061 57 34 59 Pass 0.0064 56 33 58 Pass 0.0066 54 31 57 Pass 0.0068 50 31 62 Pass 0.0070 48 29 60 Pass 0.0072 45 28 62 Pass 0.0074 45 28 62 Pass 0.0076 43 27 62 Pass 0.0078 41 27 65 Pass 0.0080 38 27 71 Pass 0.0082 37 27 72 Pass 0.0084 34 27 79 Pass 0.0087 32 27 84 Pass 0.0089 31 27 87 Pass 0.0091 31 25 80 Pass 0.0093 29 24 82 Pass 0.0095 29 22 75 Pass 0.0097 28 22 78 Pass 0.0099 28 22 78 Pass 0.0101 28 22 78 Pass 0.0103 28 21 75 Pass 0.0105 28 20 71 Pass 0.0107 25 20 80 Pass 0.0110 25 20 80 Pass 0.0112 25 19 76 Pass 0.0114 23 18 78 Pass 0.0116 23 18 78 Pass OMA -3_ 10-27-20 3/16/2021 2:36:34 PM Page 11 0.0118 23 18 78 Pass 0.0120 23 18 78 Pass 0.0122 23 17 73 Pass 0.0124 22 17 77 Pass 0.0126 20 17 85 Pass 0.0128 20 17 85 Pass 0.0130 20 15 75 Pass 0.0133 17 14 82 Pass 0.0135 16 13 81 Pass 0.0137 15 13 86 Pass 0.0139 15 13 86 Pass 0.0141 14 13 92 Pass 0.0143 13 12 92 Pass 0.0145 13 11 84 Pass 0.0147 13 10 76 Pass 0.0149 13 9 69 Pass 0.0151 13 9 69 Pass 0.0153 12 9 75 Pass 0.0156 12 9 75 Pass 0.0158 12 9 75 Pass 0.0160 12 9 75 Pass 0.0162 12 9 75 Pass 0.0164 12 9 75 Pass 0.0166 10 9 90 Pass 0.0168 10 9 90 Pass 0.0170 9 9 100 Pass 0.0172 9 9 100 Pass 0.0174 9 9 100 Pass 0.0176 9 9 100 Pass 0.0179 9 9 100 Pass 0.0181 9 9 100 Pass 0.0183 9 9 100 Pass 0.0185 9 8 88 Pass 0.0187 8 8 100 Pass 0.0189 7 7 100 Pass 0.0191 7 7 100 Pass 0.0193 7 7 100 Pass 0.0195 7 6 85 Pass 0.0197 7 6 85 Pass 0.0199 7 6 85 Pass 0.0202 7 6 85 Pass 0.0204 7 6 85 Pass 0.0206 7 6 85 Pass 0.0208 7 6 85 Pass 0.0210 6 6 100 Pass 0.0212 6 6 100 Pass 0.0214 6 6 100 Pass OMA-3_ 10-27-20 3/16/2021 2:36:34 PM Page 12 Water Quality Drawdown Time Results Pond: Surface iltration 3 Days 1 2 3 4 5 Maximum Stage: DMA -3_ 10-27-20 Stage(feet) N/A N/A N/A N/A N/A Percent of Total Run Time N/A N/A N/A N/A N/A 1.000 Drawdown Time: Less than 1 day !(Total System) I 3/16/2021 2:36:34 PM Page 13 Model Default Modifications Total of O changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. OMA -3_10-27-20 3/16/2021 2:36:34 PM Page 14 Appendix Predeveloped Schematic OMA -3_ 10-27-20 3/16/2021 2:36:34 PM Page 15 Mitigated Schematic OMA -3_ 10-27-20 DMA3 0.11 ac Biofiltration 3/16/2021 2:36:34 PM Page 16 Predeve/oped UC/ File RUN GLOBAL WWHM4 START model simulati on 1963 10 0 1 OUTPUT LEVEL RUN INTERP RESUME 0 RUN 1 END GLOBAL FILES END 2004 09 30 3 0 UNIT SYSTEM 1 <File> <Un#> <-I D-> <-----------File Name------------------------------>*** *** WDM 26 MESSU 25 END FILES 27 28 30 OPN SEQUENCE INGRP PERLND COPY DISPLY END INGRP END OPN SEQUENCE DISPLY DISPLY-INFOl DMA -3 10-27-20 .wdm PreDMA PreDMA PreDMA POCDMA 10 501 1 -3 10-27-20.MES 3-10-27-20.L61 3-10-27-20.L62 3-10-27-201.dat INDELT 00:60 # -#<----------Title----------->***TRAN PIVL DIGl FILl PYR DIG2 FIL2 YRND 1 Basin 3 MAX 1 2 30 9 END DISPLY-INFOl END DISPLY COPY TIMESERIES # -# NPT 1 1 501 1 END TIMESERIES END COPY GENER OPCODE NMN 1 1 # # OPCD *** END OPCODE PARM *** # # END PARM K *** END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS # -# Unit-systems User t-series in out Printer Engl Metr *** *** *** 10 B,NatVeg,Flat END GEN-INFO *** Section PWATER*** ACTIVITY <PLS # - 10 END >*************Active # ATMP SNOW PWAT SED 0 0 1 0 ACTIVITY PRINT-INFO 1 1 1 1 27 0 Sections***************************** PST PWG PQAL MSTL PEST NITR PHOS TRAC 0 0 0 0 0 0 0 0 <PLS # - 10 END >*****************Print-flags ***************************** # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC 0 0 4 0 0 0 0 0 0 0 0 0 PRINT-INFO OMA -3_ 10-27-20 3/16/2021 2:36:35 PM *** PIVL PYR ********* 1 9 Page 17 - -... .. - .. .. - .. .. ... Ill .. Ill .. PWAT-PARMl <PLS > PWATER variable monthly parameter value flags *** # -# CSNO RTOP UZFG vcs vuz VNN VIFW VIRC VLE INFC HWT *** 10 0 1 1 1 0 0 0 0 1 1 0 END PWAT-PARMl PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # -# ***FOREST LZSN INFILT LSUR SLSUR KVARY 10 0 4 0.07 100 0.05 2.5 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # -# ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP 10 0 0 2 2 0 0.05 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # -# CEPSC UZSN NSUR INTFW IRC LZETP 10 0 0.6 0.04 1 0.3 0 END PWAT-PARM4 MON-LZETPARM <PLS > PWATER input info: Part 3 *** # -# JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC 10 0.4 0.4 0.4 0.4 0.6 0.6 0.6 0.6 0.6 0.4 0.4 0.4 END MON-LZETPARM MON-INTERCEP <PLS > PWATER input info: Part 3 *** # -# JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC 10 0.1 0.1 0.1 0.1 0.06 0.06 0.06 0.06 0.06 0.1 0.1 0.1 END MON-INTERCEP PWAT-STATEl <PLS >***Initial ran from # -# *** CEPS 10 0 END PWAT-STATEl END PERLND IMPLND conditions at start 1990 to end of 1992 SURS UZS 0 0.01 of simulation (pat 1-11-95) IFWS 0 RUN 21 LZS 0.4 *** AGWS 0.01 .-GEN-INFO .. .. .. .. .. .. .. ... .. ... .. <PLS ><-------Name-------> # -# END GEN-INFO *** Section IWATER*** ACTIVITY Unit-systems Printer User t-series Engl Metr in out *** *** *** <PLS >*************Active Sections***************************** # -# ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS >********Print-flags ******** PIVL PYR # -# ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARMl <PLS > IWATER variable monthly parameter value flags *** # -# CSNO RTOP VRS VNN RTLI *** END IWAT-PARMl IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # -# *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 DMA-3_10-27-20 3/16/2021 2:36:35 PM AGWRC 0.915 AGWETP *** *** *** *** 0.05 GWVS 0 Page 18 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # -# ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATEl <PLS >***Initial conditions at start of simulation # -# *** RETS SURS END IWAT-STATEl END IMPLND SCHEMATIC <-Source-> <Name> # Basin 3*** PERLND 10 PERLND 10 ******Routing****** END SCHEMATIC NETWORK <--Area--> <-factor-> 0.108 0.108 <-Target-> <Name> # COPY 501 COPY 501 MBLK Tbl# 12 13 *** *** <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> <Name> # <Name># #<-factor->strg <Name> # # <Name>## COPY 501 OUTPUT MEAN 1 1 12.1 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> <Name> # <Name># #<-factor->strg <Name> # # <Name>## END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems # -#<------------------><---> User T-series in out END GEN-INFO *** Section RCHRES*** ACTIVITY Printer Engl Metr LKFG <PLS >*************Active Sections***************************** # -# HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS >*****************Print-flags******************* PIVL PYR *** *** *** *** *** *** *** # -# HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARMl RCHRES Flags for each HYDR Section # -# VC Al A2 A3 ODFVFG for each*** ODGTFG for each FG FG FG FG possible exit *** possible exit * * * * END HYDR-PARMl HYDR-PARM2 # -# FTABNO * * * * * LEN DELTH * * * * * STCOR KS *** FUNCT for each possible exit *** DB50 <------><--------><--------><--------><--------><--------><--------> *** *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section # -# *** VOL Initial value of COLIND *** ac-ft for each possible exit *** Initial value of OUTDGT for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES OMA -3_ 10-27-20 3/16/2021 2:36:35 PM Page 19 .. 11111 11111 11111 .. 11111 ., .. J j :J J J -.. SPEC-ACTIONS -END SPEC-ACTIONS FTABLES .. END FTABLES -... -.. -.. --.. .. ... ... ... ... 111111 ... ... ... 111111 ... ... ... ... ... 111111 ... .. ... ... ... EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <Name> # <Name> # tern strg<-factor->strg WDM 2 PREC ENGL 1 WDM 2 PREC ENGL 1 WDM 1 EVAP ENGL 1 WDM 1 EVAP ENGL 1 <-Target vols> <Name> # # PERLND 1 999 IMPLND 1 999 PERLND 1 999 IMPLND 1 999 <-Grp> EXTNL EXTNL EXTNL EXTNL <-Member-> <Name> # # PREC PREC PETINP PETINP *** *** END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <Name> # <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name># #<-factor->strg <Name> # <Name> tern strg strg*** COPY 501 OUTPUT END EXT TARGETS MEAN 1 1 12.1 WDM 501 FLOW ENGL REPL MASS-LINK <Volume> <Name> MASS-LINK <-Grp> <-Member-><--Mult--> <Name># #<-factor-> 12 PERLND PWATER END MASS-LINK SURO 12 MASS-LINK 13 PERLND PWATER IFWO END MASS-LINK 13 END MASS-LINK END RUN DMA -3_ 10-27-20 0.083333 0.083333 <Target> <Name> COPY COPY 3/16/2021 2:36:35 PM <-Grp> <-Member->*** <Name>##*** INPUT MEAN INPUT MEAN Page 20 Mitigated UGI File RUN GLOBAL WWHM4 START model simulation 1963 10 01 OUTPUT LEVEL RUN INTERP RESUME 0 RUN 1 END GLOBAL FILES END 2004 09 30 3 0 UNIT SYSTEM 1 <File> <Un#> <-ID-> WDM MESSU <-----------File Name------------------------------>*** *** END FILES 26 25 27 28 30 OPN SEQUENCE INGRP PERLND IMPLND GENER RCHRES RCHRES COPY COPY DISPLY END INGRP END OPN SEQUENCE DISPLY DISPLY-INFOl DMA -3 10-27-20.wdm MitDMA - MitDMA MitDMA POCDMA 3 10-27-20.MES 3-10-27-20.L61 3 10-27-20.L62 3-10-27-201.dat INDELT 00:60 52 1 2 1 2 1 501 1 # -#<----------Title----------->***TRAN PIVL DIGl FILl PYR DIG2 FIL2 YRND 1 Surface iltration 3 MAX 1 2 30 9 END DISPLY-INFOl END DISPLY COPY TIMESERIES # -# NPT 1 1 501 1 END TIMESERIES END COPY GENER OPCODE NMN 1 1 # # OPCD *** 2 24 END OPCODE PARM *** # # K *** 2 o. END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS # -# 52 B,UrbNoirr,Flat 1 END GEN-INFO *** Section PWATER*** ACTIVITY Unit-systems User t-series in out 1 1 1 Printer Engl Metr 27 0 *** *** *** <PLS # - 52 END >*************Active Sections # ATMP SNOW PWAT SED PST PWG ***************************** PQAL MSTL PEST NITR PHOS TRAC 0 0 1 0 0 0 0 0 0 0 0 0 ACTIVITY DMA -3_ 10-27-20 3/16/2021 2:36:35 PM *** Page 21 .. .. ., .. J --------------... - ... ... .. ... .. -.. .. .. ... ... ... .. ... .. .. PRINT-INFO <PLS > ***************** Print-flags ***************************** # -# ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC 52 0 0 4 0 0 0 0 0 0 0 0 0 END PRINT-INFO PWAT-PARMl <PLS > PWATER variable monthly parameter value flags *** # -# CSNO RTOP UZFG vcs vuz VNN VIFW VIRC VLE INFC 52 0 1 1 1 0 0 0 0 1 1 END PWAT-PARMl PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # -# ***FOREST LZSN INFILT LSUR SLSUR 52 0 4 0.07 50 0.05 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # -# ***PETMAX PETMIN INFEXP INFILD DEEPFR 52 0 0 2 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # -# CEPSC UZSN NSUR 52 0 0.6 0.03 END PWAT-PARM4 MON-LZETPARM <PLS > PWATER input info: Part 3 # -# JAN FEB MAR APR MAY JUN 52 0.4 0.4 0.4 0.4 0.7 0.7 END MON-LZETPARM MON-INTERCEP <PLS > PWATER input info: Part 3 # -# JAN FEB MAR APR MAY JUN 52 0.1 0.1 0.1 0.1 0.1 0.1 END MON-INTERCEP PWAT-STATEl <PLS > *** Initial conditions at start ran from # -# *** CEPS 52 0 END PWAT-STATEl END PERLND IMPLND GEN-INFO 1990 to end of 1992 SURS uzs 0 0.01 2 0 INTFW IRC 1 0.3 *** JUL AUG SEP OCT 0.7 0.7 0.7 0.4 *** JUL AUG SEP OCT 0.1 0.1 0.1 0.1 of simulation (pat 1-11-95) RUN IFWS LZS 0 0.4 <PLS ><-------Name-------> Unit-systems Printer*** # -# User t-series Engl Metr *** 1 IMPERVIOUS-FLAT 1 END GEN-INFO *** Section IWATER*** ACTIVITY in out 1 1 27 *** 0 HWT *** 0 KVARY 2.5 BASETP 0.05 LZETP 0 NOV DEC 0.4 0.4 NOV DEC 0.1 0.1 21 *** AGWS 0.01 <PLS # - 1 >*************Active # ATMP SNOW IWAT SLD Sections IWG IQAL ***************************** *** 0 0 1 0 END ACTIVITY PRINT-INFO <ILS # - 1 >********Print-flags # ATMP SNOW IWAT SLD 0 0 4 0 END PRINT-INFO OMA -3_ 10-27-20 0 0 ******** PIVL PYR IWG IQAL ********* 0 0 1 9 3/16/2021 2:36:35 PM PIVL PYR ********* 1 9 AGWRC 0.915 AGWETP 0.05 *** *** *** *** GWVS 0 Page 22 IWAT-PARMl <PLS > !WATER variable monthly parameter value flags *** # -# CSNO RTOP VRS VNN RTL! *** 1 0 0 0 0 1 END IWAT-PARMl IWAT-PARM2 <PLS > !WATER input info: Part 2 *** # -# *** LSUR SLSUR NSUR RETSC 1 100 0.05 0.011 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > !WATER input info: Part 3 *** # -# ***PETMAX PETMIN 1 0 0 END IWAT-PARM3 IWAT-STATEl <PLS > *** # -# *** 1 Initial conditions at start of simulation RETS SURS 0 0 END IWAT-STATEl END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> <Name> # <-factor-> <Name> # DMA 3*** PERLND 52 0.017 RCHRES 1 PERLND 52 0.017 RCHRES 1 IMPLND 1 0.091 RCHRES 1 ******Routing****** PERLND 52 0.017 COPY 1 IMPLND 1 0.091 COPY 1 PERLND 52 0.017 COPY 1 RCHRES 1 1 RCHRES 2 RCHRES 2 1 COPY 501 RCHRES 1 1 COPY 501 END SCHEMATIC NETWORK MBLK Tbl# 2 3 5 12 15 13 8 17 17 *** *** <-Volume-> <-Grp> <-Member-><--Mult-->Tran <Name> # <Name># #<-factor->strg COPY 501 OUTPUT MEAN 1 1 12.1 <-Target <Name> DISPLY RCHRES vols> # # 1 <-Grp> <-Member-> <Name>## TIMSER 1 OUTDGT 1 GENER 2 OUTPUT TIMBER .0002778 1 INPUT EXTNL <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> <Name> # <Name># #<-factor->strg <Name> # # <Name>## END NETWORK RCHRES GEN-INFO RCHRES Name Nexits # -#<------------------><---> 1 Surface iltratio-004 2 2 Biofiltration 3-003 2 END GEN-INFO *** Section RCHRES*** ACTIVITY Unit Systems Printer User T-series Engl Metr LKFG in out 1 1 1 28 0 1 1 1 1 28 0 1 <PLS # - 1 >*************Active Sections # HYFG ADFG CNFG HTFG SDFG GQFG ***************************** OXFG NUFG PKFG PHFG *** 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 DMA -3_ 10-27-20 3/16/2021 2:36:35 PM *** *** *** *** *** *** *** Page 23 .. ~ .. .. ~ Ill ~ .. ~ Iii 1111 Ill ~ .. 11111 I ~ .. .. ~ Ill ~ I .. ~ .. , .. ~ .. .. .. ... J .. "' ., . .. J - - ... ... ------.. --.. -.. - ... .. .. .. - ... .. -1111 - ... -... - END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # -# HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARMl RCHRES Flags for each HYDR Section *** # -# VC Al A2 A3 ODFVFG for each*** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * 1 0 1 0 0 2 0 1 0 0 END HYDR-PARMl HYDR-PARM2 # -# FTABNO * * * * * 4 5 0 0 0 4 5 0 0 0 LEN DELTH * * 0 1 0 0 STCOR * * * *** 0 0 0 2 1 0 0 0 2 2 KS DB50 <------><--------><--------><--------><--------><--------><--------> 1 2 END HYDR-PARM2 HYDR-INIT 1 2 0.01 0.01 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 2 2 2 2 2 *** *** RCHRES Initial conditions for each HYDR section # -# *** VOL Initial value of COLIND *** ac-ft for each possible exit *** Initial value of OUTDGT for each possible exit <------><--------> 1 0 2 0 END HYDR-INIT END RCHRES SPEC-ACTIONS 4.0 4.0 5.0 5.0 0.0 0.0 *** User-Defined Variable Quantity Lines *** addr *** <------> 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 *** kwd varnam optyp opn vari sl s2 s3 tp multiply le ls ac as agfn *** <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** UVQUAN vol2 RCHRES 2 VOL 4 UVQUAN v2m2 GLOBAL WORKSP 1 3 UVQUAN vpo2 GLOBAL WORKSP 2 3 UVQUAN v2d2 GENER 2 K 1 3 *** User-Defined Target Variable Names *** addr or addr or *** *** kwd <------> varnam ct vari sl s2 s3 <****> <----><-> <----><-><-><-> UVNAME v2m2 1 WORKSP 1 UVNAME vpo2 1 WORKSP 2 UVNAME v2d2 1 K 1 frac <---> 1.0 1.0 1.0 oper <--> QUAN QUAN QUAN <------> vari sl s2 s3 frac oper <----><-><-><-> <---> <--> 0.0 0.0 *** opt foplop dcdts yr mo dy hr mn d t vnam sl s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> < >< >< > <----><-><-><-><-><--------> <> GENER 2 v2m2 597.14 *** Compute remaining available GENER 2 pore space vpo2 v2m2 vol2 set VPORA = 0.0 GENER 2 *** Check to see if VPORA goes negative; IF (vpo2 < 0.0) THEN GENER 2 END IF *** Infiltration GENER 2 END SPEC-ACTIONS FTABLES FTABLE 2 72 5 volume vpo2 if so vpo2 v2d2 0.0 vpo2 <-><-> Depth (ft) Area (acres) Volume (acre-ft) Outflowl (cfs) Outflow2 (cfs) Velocity (ft/sec) Travel Time*** (Minutes)*** OMA -3_ 10-27-20 3/16/2021 2:36:35 PM Page 24 > .-,. -·-~ ---,--, ---~~ --~ .. 1111 0.000000 0.008640 0.000000 0.000000 0.000000 0.060440 0.008640 0.000157 0.000000 0.000000 .. 0.120879 0.008640 0.000313 0.000000 0.000000 0 .181319 0.008640 0.000470 0.000000 0.000000 .. 0.241758 0.008640 0.000627 0.000000 0.000000 0.302198 0.008640 0.000783 0.000000 0.000000 .. 0.362637 0.008640 0.000940 0.000000 0.000000 0.423077 0.008640 0.001097 0.000000 0. 000715 11111 0.483516 0.008640 0.001253 0.000000 0.000732 0.543956 0.008640 0.001410 0.000000 0.001045 Ill! 0.604396 0.008640 0.001567 0.000000 0.001045 0.664835 0.008640 0.001723 0.000000 0.001045 • 0.725275 0.008640 0.001880 0.000000 0.001045 0.785714 0.008640 0.002037 0.000000 0.001045 0.846154 0.008640 0.002193 0.000000 0.001045 .. 0.906593 0.008640 0.002350 0.000000 0.001045 ~ 0.967033 0.008640 0.002507 0.000000 0.001045 1.027473 0.008640 0.002663 0.000000 0.001045 1.087912 0.008640 0.002820 0.000000 0.001045 .. 1.148352 0.008640 0.002977 0.000000 0.001045 .. 1. 208791 0.008640 0.003133 0.000021 0.001045 1. 269231 0.008640 0.003290 0.000031 0.001045 1.329670 0.008640 0.003447 0.000055 0.001045 .. 1. 390110 0.008640 0.003603 0.000068 0.001045 1.450549 0.008640 0.003760 0.000086 0.001045 11111 1.510989 0.008640 0.003917 0.000096 0.001045 1.571429 0.008640 0.004073 0.000111 0.001045 .. 1.631868 0.008640 0.004230 0. 000118 0.001045 1.692308 0.008640 0.004386 0. 000130 0.001045 11111 1.752747 0.008640 0.004603 0.000137 0.001045 1. 813187 0.008640 0.004820 0.000148 0.001045 1.873626 0.008640 0.005037 0.000153 0.001045 .. 1.934066 0.008640 0.005253 0.000163 0.001045 .. 1.994505 0.008640 0.005470 0.000168 0.001045 2.054945 0.008640 0.005687 0.000177 0.001045 2 .115385 0.008640 0.005903 0.000177 0.001045 ~ 2.175824 0.008640 0.006120 0.000177 0.001045 .. 2.236264 0.008640 0.006337 0.000179 0.001045 2.296703 0.008640 0.006554 0.000189 0.001045 2. 357143 0.008640 0.006770 0.000205 0.001045 .. 2.417582 0.008640 0.006987 0.000223 0.001045 2.478022 0.008640 0. 007204 0.000241 0.001045 1111 2.538462 0.008640 0.007420 0.000259 0.001045 2.598901 0.008640 0.007637 0.000276 0.001045 ~ 2.659341 0.008640 0.007854 0.000292 0.001045 2. 719780 0.008640 0.008071 0.000308 0.001045 .. 2.780220 0.008640 0.008287 0.000323 0.001045 2.840659 0.008640 0.008504 0.000337 0.001045 .. 2.901099 0.008640 0. 008721 0.000350 0.001045 2.961538 0.008640 0.008937 0.000363 0.001045 .. 3.021978 0.008640 0.009154 0.000376 0.001045 3.082418 0.008640 0.009371 0.000388 0.001045 3.142857 0.008640 0.009588 0.000400 0.001045 .. 3.203297 0.008640 0.009804 0. 000411 0.001045 .. 3.263736 0.008640 0.010021 0.000423 0.001045 3.324176 0.008640 0.010238 0.000433 0.001045 3.384615 0.008640 0.010454 0.000444 0.001045 .. 3.445055 0.008640 0.010671 0.000454 0.001045 1111 3.505495 0.008640 0.010888 0.000464 0.001045 3.565934 0.008640 0. 011105 0.000474 0.001045 3.626374 0.008640 0.011321 0.000484 0.001045 ... 3.686813 0.008640 0.011538 0.000494 0.001045 1111 3.747253 0.008640 0.011755 0.000503 0.001045 3.807692 0.008640 0. 011971 0.000512 0.001045 3.868132 0.008640 0.012188 0.000521 0.001045 .. 3.928571 0.008640 0.012405 0.000530 0.001045 3. 989011 0.008640 0.012622 0.000539 0.001045 .. 4.049451 0.008640 0.012838 0.000547 0.001045 4.109890 0.008640 0. 013055 0.000556 0.001045 .. 4.170330 0.008640 0.013272 0.000564 0.001045 11111 OMA -3_ 10-27-20 3/16/2021 2:36:35 PM Page 25 ., .. ... .. ... .. ... ... ... .. ... .. ... 11111 .. ... ... .. ... 11111 .. 11111 ... ... .. ... ... .. ... .. ... 11111 ... ... .. .. .. 4.230769 0.008640 0. 013488 0.000573 4.250000 0.008640 0.013708 0.000782 END FTABLE 2 FTABLE 1 22 5 Depth Area Volume Outflowl (ft) (acres) (acre-ft) (cfs) 0.000000 0.008640 0.000000 0.000000 0.060440 0.008640 0.000522 0.000000 0.120879 0.008640 0.001044 0.000000 0.181319 0.008640 0.001567 0.000000 0.241758 0.008640 0.002089 0.000000 0.302198 0.008640 0. 002611 0.000000 0.362637 0.008640 0.003133 0.000000 0.423077 0.008640 0.003655 0.000000 0.483516 0.008640 0.004178 0.000000 0.543956 0.008640 0.004700 0.000000 0.604396 0.008640 0.005222 0.000000 0.664835 0.008640 0.005744 0.000000 0. 725275 0.008640 0.006266 0.000000 0.785714 0.008640 0.006789 0.000000 0.846154 0.008640 0. 007311 0.000000 0.906593 0.008640 0.007833 0.000000 0.967033 0.008640 0.008355 0.000000 1.027473 0.008640 0.008877 0.096659 1.087912 0.008640 0.009400 0.552618 1.148352 0.008640 0.009922 1.209123 1.208791 0.008640 0.010444 2.010935 1.250000 0.008640 0.010800 2.923656 END FTABLE 1 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <Name> # <Name> # tern strg<-factor->strg WDM 2 PREC ENGL 1 WDM 2 PREC ENGL 1 WDM 1 EVAP ENGL 1 WDM 1 EVAP ENGL 1 WDM 2 PREC ENGL 1 WDM 1 EVAP ENGL 0.5 WDM 1 EVAP ENGL 0.7 END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <Name> # <Name> # #<-factor->strg RCHRES 2 HYDR RO 1 1 1 RCHRES 2 HYDR 0 1 1 1 RCHRES 2 HYDR 0 2 1 1 RCHRES 2 HYDR STAGE 1 1 1 RCHRES 1 HYDR STAGE 1 1 1 RCHRES 1 HYDR 0 1 1 1 COPY 1 OUTPUT MEAN 1 1 12.1 COPY 501 OUTPUT MEAN 1 1 12.1 END EXT TARGETS MASS-LINK <Volume> <Name> MASS-LINK <-Grp> <-Member-><--Mult--> <Name># #<-factor-> 2 PERLND PWATER END MASS-LINK SURO 2 MASS-LINK 3 PERLND PWATER IFWO END MASS-LINK 3 5 0.083333 0.083333 0.001045 0.001045 Outflow2 Velocity Travel Time*** (cfs) (ft/sec) (Minutes)*** 0.000000 0.043560 0.054331 0.056086 0.057841 0.059596 0. 061351 0.063106 0.064862 0.066617 0.068372 0.070127 0.071882 0.073638 0.075393 0. 077148 0.078903 0.080658 0.082413 0.084169 0.085924 0.087120 <-Target vols> <-Grp> <-Member-> *** <Name> # # <Name> # # *** PERLND 1 999 EXTNL PREC IMPLND 1 999 EXTNL PREC PERLND 1 999 EXTNL PETINP IMPLND 1 999 EXTNL PETINP RCHRES 1 EXTNL PREC RCHRES 1 EXTNL POTEV RCHRES 2 EXTNL POTEV <-Volume-> <Member> Tsys Tgap Amd *** <Name> # WDM 1000 WDM 1001 WDM 1002 WDM 1003 WDM 1004 WDM 1005 WDM 701 WDM 801 <Target> <Name> RCHRES RCHRES <Name> tern strg strg*** FLOW FLOW FLOW STAG STAG FLOW FLOW FLOW ENGL REPL ENGL REPL ENGL REPL ENGL REPL ENGL REPL ENGL REPL ENGL REPL ENGL REPL <-Grp> <-Member->*** <Name>##*** INFLOW IVOL INFLOW IVOL MASS-LINK DMA -3 _ 10-27-20 3/16/2021 2:36:35 PM Page 26 -~ .,-~-,-· •~'-"'' --_ _,.,. _, ~' ~ 1111 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 ~ MASS-LINK 8 .. RCHRES OFLOW OVOL 2 RCHRES INFLOW IVOL END MASS-LINK 8 j MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 ~ MASS-LINK 13 .. PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 ~ MASS-LINK 15 .. IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 .. MASS-LINK 17 ~ RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 .. END MASS-LINK 11111 END RUN :J .. .. ~ .. ., .. ., .. :J ., .. ., .. .. ., ., .. .. .. OMA-3_ 10-27-20 3/16/2021 2:36:35 PM Page 27 , 11111 .. ... .. .. .. .. .. .. .. .. .. ... ... .. .. ... ... .. ... .. -... .. .. .. 11111 ... .. ... ... .. .. .. .. Predeveloped HSPF Message File OMA -3_ 10-27-20 3/16/2021 2:36:35 PM Page 28 -.. <" ~Tq~----•----..-~>,S<'"' j Mitigated HSPF Message File ., .Ii ~ ~ .. J J :J :J ., .. ., .. ., .. ., .. :J ., -' ., .. J J , .. OMA-3_10-27-20 3/16/2021 2:36:35 PM Page 29 j ------------------------------------- Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright© by : Clear Creek Solutions, Inc. 2005-2021; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1 (866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com DMA-3_10-27-20 3/16/2021 2:36:35 PM Page 30 -------------------------------------- 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: I I 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: I I 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) 11 How to access the structural BMP(s) to inspect and perform maintenance C-l 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) L:J Manufacturer and part number for proprietary parts of structural BMP(s) when applicable I l Maintenance thresholds for BMPs subject to siltation or heavy trash(e.g., silt level posts or other markings shall be included in all BMP components that will trap and store sediment, trash, and/or debris, so that the inspector may determine how full the BMP is, and the maintenance personnel may determine where the bottom of the BMP is. If required, posts or other markings shall be indicated and described on structural BMP plans.) I I Recommended equipment to perform maintenance 1-J When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management - -----.. ----------------------- -.. -.. -- Operation and Maintenance Plan for the Stormwater Quality BMP Facilities for TOYOTA CARLSBAD -SWQMP March 17, 2021 I. PURPOSE The primary purpose of this Operations & Maintenance Plan (O&M Plan) shall be to provide a routine maintenance program that maintains the treatment facilities effectiveness. II. COVERAGE AREA This project will utilize 1 primary treatment facility type and a secondary treatment structure located on-site: 1. Biofiltration Basin (with partial retention) -located along the western property line and southern property line. 2. Pervious pavement-located in several parking spots throughout DMA-1 & 2. 3. Storm tanks -an underground detention vault associated with DMA-1 & 2 to meet hydromodification requirements. The biofiltration basins will treat all onsite stormwater. The basin will be unlined to promote infiltration with an overflow riser to allow for stormwater bypass in case of larger storm events. Since the site will utilize partial infiltration, an underdrain will be placed at the bottom of the biofiltration basins. An orifice plate is placed in the overflow riser connecting the BMP basin to the outlet pipe. DMA-1 and 2 will connect stormwater discharging from the overflow riser to an underground storm tank for detention of storm water and infiltration. Proper maintenance of the BMP system to allow for the effectiveness of the BMP basin and storm tanks and to prevent storm pipes from clogging. Ill. ROUTINE MAINTENANCE ACTIVITIES Primary maintenance activities include vegetation management, trash and sediment removal, irrigation maintenance and storm drain outlet inspections. The basins and swales are designed to fully drain within 24-72 hours and not include permanent pools or standing water. Routine maintenance activities, and the frequency at which they will be conducted, are shown in Table 1 below. NOTE: Landscape Maintenance Plan should also be reviewed for consistency with vegetation maintenance and any applicable needs for specific plants, shrubs or trees. Page 1 Table 1 Routine Maintenance Activities for Basins & Swales No. Maintenance Task Frequency of Task Conduct annual vegetation management during the summer, 1 removing weeds and harvesting vegetation. Remove all grass Once a year cuttings and other green waste. Trim vegetation at beginning and end of wet season to prevent 2 establishment of woody vegetation, and for aesthetics and Twice a year (spring and fall) mosquito control. 3 Evaluate health of vegetation and remove or replace any dead or Twice a year dying plants. Remove all green waste and dispose of properly. 4 Remove accumulated trash and debris from the middle and end Twice a year (January and April) of the wet season and dispose of trash and debris properly. 5 Irrigate during dry weather. Per Landscape Plans 6 Inspect basins and swales using the attached inspection Quarterly, or as needed checklists. Storm tanks are to follow operation and maintenance plan of the manufacturer. IV. PROHIBITIONS The use of pesticides and quick release fertilizers shall be minimized, and the principles of integrated pest management (1PM) followed: 1. 2. 3. 4. 5. 6. 7. 8. Employ non-chemical controls (biological, physical and cultural controls) before using chemicals to treat a pest problem. Prune plants properly and at the appropriate time of year. Provide adequate irrigation for landscape plants. Do not over water. Limit fertilizer use unless soil testing indicates a deficiency. Slow-release or organic fertilizer is preferable. Check with municipality for specific requirements. Pest control should avoid harming non-target organisms, or negatively affecting air and water quality and public health. Apply chemical controls only when monitoring indicates that preventative and non-chemical methods are not keeping pests below acceptable levels. When pesticides are required, apply the least toxic and the least persistent pesticide that will provide adequate pest control. Do not apply pesticides on a prescheduled basis. Sweep up spilled fertilizer and pesticides. Do not wash away or bury such spills. Do not over apply pesticide. Spray only where the infestation exists. Follow the manufacturer's instructions for mixing and applying materials. Only licensed, trained pesticide applicators shall apply pesticides. Page 2 .. .. .. .. .. 1111111 .. 1111 .. 1111111 .. .. 11111 1111111 .. .. .. ~ .. ... .. ... .. .. .. -.. ... ... ... ... ... .. .. ... ... ... .. ... ... .. ... ... .. ... .. ... .. ... ... .. 9. Apply pesticides at the appropriate time to maximize their effectiveness and minimize the likelihood of discharging pesticides into runoff. With the exception of pre-emergent pesticides, avoid application if rain is expected . 10. Unwanted/unused pesticides shall be disposed as hazardous waste. V. INSPECTIONS The attached Inspection and Maintenance Checklists shall be used to conduct inspections monthly (or as needed), identify needed maintenance, and record maintenance that is conducted . Page 3 Basin Inspection and Maintenance Checklist Property Address: __________________ _ Property Owner: ________________ _ Treatment Measure No.: Date of Inspection: Type of Inspection: ,J Monthly CJ Pre-Wet Season L. After heavy runoff c End of Wet Season lnspector(s): ____________ _ -i Other: ______ _ Defect Conditions When Maintenance Comments (Describe maintenance Results Expected When Maintenance Is Performed Maintenance Is Needed Needed? (Y/N) completed and if any needed maintenance was not conducted, note when it will be done.) General Trash & • Trash and debris Trash and debris cleared from site and disposed of Debris accumulated in basin. properly. • Visual evidence of dumping. Poisonous Poisonous or nuisance Use Integrated Pest Management techniques to control Vegetation vegetation or noxious noxious weeds or invasive species. and noxious weeds, e.g., morning glory, weeds English ivy, reed canary grass, Japanese knotweed, purple loosestrife, blackberry, Scotch broom, poison oak, stinging nettles, or devil's club. Contaminants Any evidence of oil, No contaminants or pollutants present. and Pollution gasoline, contaminants or other pollutants. Rodent Holes If facility acts as a dam or The design specifications are not compromised by berm, any evidence of holes. rodent holes, or any Any rodent control activities are in accordance with evidence of water piping applicable laws and do not affect any protected through dam, berm or into species. slopes via rodent holes. Insects Insects such as wasps and Insects do not interfere with maintenance activities. hornets interfere with maintenance activities. Page4 &. . ..I &...I &. ... J I. ...I .... .I &. . ...I ll ~ ~ L~J l.c~.I L....I lla..l I._~ L~~ L..a L . .I L..I '-·-..I I._ J I I I 1 r 1 ' 1 ' ' I 1 I I r I I I I I f I r I I 1 I 1 I I I 1 I 1 I I r I Basin & Swales Inspection and Maintenance Checklist Date of Inspection:. _______ _ Property Address: _________ _ Treatment Measure No.:. _______ _ Defect Conditions When Maintenance Comments (Describe maintenance Results Expected When Maintenance Is Performed Maintenance Is Needed Needed? (Y/N) completed and if any needed maintenance was not conducted, note when it will be done.) Tree/Brush • Growth does not allow • Trees do not hinder maintenance activities . Growth and maintenance access or • Remove hazard trees as approved by the City . Hazard Trees interferes with maintenance activity. (Use a certified Arborist to determine health of tree • Dead, diseased, or dying or removal requirements). trees/shrubs. Drainage time Standing water remains in Correct any circumstances that restrict the flow of water basin more than five days. from the system. Restore drainage to design condition. If the problem cannot be corrected and problems with standing water recur, then mosquitoes should be controlled with larvicides, applied by a licensed pesticide applicator. Outfall Debris or silt build-up Remove debris and/or silt build-up and dispose of structure obstructs an outfall structure. properly. Side Slopes Erosion • Eroded over 2 in. deep Cause of erosion is managed appropriately. Side where cause of damage is slopes or berm are restored to design specifications, as still present or where there needed. is potential for continued erosion. • Any erosion on a compacted berm embankment. Storage Area Sediment Accumulated sediment Sediment cleaned out to designed basin shape and >10% of designed basin depth; basin reseeded if necessary to control erosion. depth or affects inletting or Sediment disposed of properly. outletting condition of the facility. Liner (If Liner is visible and has more Liner repaired or replaced. Liner is fully covered. Applicable) than three 1/4-inch holes in it. Emergency Overflow / Spillway and Berms Settlement Berm settlement 4 inches Dike is built back to the design elevation. lower than the design elevation. Page 5 Basin & Swales Inspection and Maintenance Checklist Date of Inspection: _______ _ Property Address: __________ _ Treatment Measure No.: _______ _ Defect Conditions When Maintenance Comments (Describe maintenance Results Expected When Maintenance Is Performed Maintenance Is Needed Needed? (Y/N) completed and if any needed maintenance was not conducted, note when it will be done.) Tree Growth Tree growth on berms or • Trees should be removed. If root system is small emergency spillway >4 ft in (base less than 4 inches) the root system may be height or covering more than left in place. Otherwise the roots should be 10% of spillway. removed and the berm restored. • A civil engineer should be consulted for proper berm/spillway restoration. Emergency Rock is missing and soil is Rocks and pad depth are restored to design standards. Overflow/ exposed at top of spillway or Spillway outside slope. Debris Barriers (e.g., Trash Racks) Trash and Trash or debris is plugging Trash or debris is removed and disposed of properly. Debris openings in the barrier. Damaged/ Bars are missing, loose, bent Bars are repaired or replaced to allow proper Missing Bars out of shape, or deteriorating functioning of trash rack. due to excessive rust. lnleUOutlet Debris barrier is missing or Debris barrier is repaired or replaced to allow proper Pipe not attached to pipe. functioning of trash rack. Fencing and Gates Missing or Any defect in or damage to Fencing and gate are restored to design specifications. broken parts the fence or gate that permits easy entry to a facility. Deteriorating Part or parts that have a Paint or protective coating is sufficient to protect Paint or rusting or scaling condition structural adequacy of fence or gate. Protective that has affected structural Coating adequacy. Flow Duration Control Outlet (if included in design to meet Hydromodification Management Standard) Risers, orifices Any debris or clogging Restore unobstructed flow through discharge structure; and screens to meet original design; dispose of debris properly. Drawdown Noticeable ponding Restore infiltration and ponded waters permeate. time exceeding 72-hours after a Scarification should only be performed when there are design storm event signs of clogging rather than on a routine basis. Always remove deposited sediments before scarification and use a hand-guided rotary tiller. Swales (in addition to general items listed above) Page6 ll .J I. .J ll.,..J L .I I.~ L-.1 L . .I I. .. .._ ... LL.I l..~..I .. ~ ll . ..JI 1. _ _.I L__.I I. _ _.I I._ ..JI I _J I J I I I I I I t I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Basin & Swales Inspection and Maintenance Checklist Date of Inspection: ______ _ Property Address: __________ _ Treatment Measure No.: ______ _ Defect Conditions When Maintenance Comments (Describe maintenance Results Expected When Maintenance Is Performed Maintenance Is Needed Needed? (Y/N) completed and if any needed maintenance was not conducted, note when it will be done.) Impeded Flow Twice annually at beginning Trash and debris cleared from swale and disposed of and end of wet season. After properly especially prior to mowing. heavy runoff. Visible blockage or impediments. Landscaping Twice annually at beginning Maintained flow and healthy vegetation. or Vegetative and end of wet season or as Overgrowth needed for aesthetics. Miscellaneous Miscellaneous Any condition not covered Meets the design specifications. above that needs attention to restore infiltration basin to design conditions. Page? .. ... .. ... .... .. .... ... ... ... .... ... .. .. .. ... .. ... .. .. 1111 .. .. .. .. .. 111111 Ill" 1111111 ATTACHMENT 4 City standard Single Sheet BMP (SSBMP) Exhibit I . I ,I I I I I I I ~' ' I ' I 'I l I I 'I I I I I I , /, ' ·' ' r..::::. .... _, ,r-k.if', ;,! I ":-, .......... :·-.' a-· -..... _':,,' ~I I -....:..,✓lJ I €f/ I I, &' ' vi✓/~ o!/ I I BMP MAINTENANCE TABLE 24.l24"(1H!illC!al)PCC.80X l.5°N:.O',(ll'" "IU.Tfl.JIIOl:>-'11'.AR f'Olc.EO STCIRMO',(RflOW AE1 ~NO.I QLWffllY I tll.MWGll).J H£TH0.111 -· -_,...... -lREATMENT CONTROL © I "'=""" © ....... ~-© I _.IIQN CJ 20 O 20 1---.-.....--i; GRAPHIC SCALE SCALE· r • 20' 1'!!. ... 1&-111~"· --'-~ ,o I C'IE~ ~ Construction Testing & Engineering, Inc. Mtptetio,I I Tnti19 I c.ot.dlnical I EIIW'OfWMl\tal I: c.vttuction ~rig 14-41 litontiel Rood, 5'.wte 115, EIICOfldioo. CA 92026 Phone: (760) 7~ -4955 •. 'IASll])f'DGRJ.',(l_ """'""...J ..,,..J 05EIBWNOJCS UNCCWAClCD a.TAil! S0l.S I "",_ I ,,.,,,,..,BIOFILTRATION BASIN W/ PARTIAL RETENTION '"' (7'0) '" -'"°' 1'11TH RETAINING WALL (BMP 1&2) a' ;,w l:ij II i JI ~.! 1.' ,~ I l1·J1 1.:., a"I i-I~ i J ,t .,. ATTACHMENT 4A SINGLE SHEET BMP SITE PLAN PARTY RESPONSll.E FOR~ fflUNIP!CPE!IU IJC AOOAESAA6Yftl'¥PAN JWUll ............... _.,__ PI.M PREPARED BY: -- "'"""'__....._....,_ w l¥MIJlliDAIIflIMtDAl'fWl ACDIESl~VICID _.,__ BWHOTES: 1. MIE .... MEl1WCIIUOllVTO•NIT.lrUBIPEAIIWU'ACT\.IPElt'I 111c0•oc1,;no•OflnPEl'ViNL 1 NOCIWGUT0MP9101'0E)_..0NM9a&TMTHOUTl'NCII N'ff/OIN..AallHEaTYENGll&ll ~NO....-mvn0NITOM•TUW.OflTTl'QOflPVilffN)1'"' wmon,_."'"°"'-RDlfntEcrrtENGtlEER. 4. NO~WLl.lll!GIWftS>I.WII. ntEaTYN!PECTICltltAff HililNm'ECTBITia~HIIAl'ND'lllo\Tt .. CCINJMIJCn0N 5.l&EIIWINfTDWCIAOIIIEEllelTOOCUIIENT. LSEf~.,,.FOIIMXlfTDW..tF<lNMTDI. CONSTRlJCTKlN NOTES· CD COHS'IIIUCT~er.sllPCRDCTAll.StfiTJ(f"[IWl;,XX:X-D. (D INSTMJ. POtlil[.l8.[ ,.,\O'S POI DCTM. 2. SKir J rx DWI. ro-a Q) NrulL 1M' SIGN • OETM. POI lltl"S 9£ET PERMANENT WATER QUALITY TREATMENT FACILITY l((D>N.QUll.,._IDl'UY5<1£NI M.IJNTAt!WlllltCAIIC-NOWOOflCAllO!IS -.'DiOUTACCNClAl'PR0¥M. DETAIL WATER QUALITY SIGN -PLACED AT EACH BIORETENTION BASIN MOlE. ,U IIDIClDflQrl NOS II.I. HA~~r~~8[ I.NOSCAl'E. UllJTY, (WMJCEASl),l(NT NSTMl.24.X24"S'Kl!M OIIAIICATCl!IIASlllfOR 1110--ltNISTCl'IMO\Of\.OIII' ,,,. ......,_..,, =~PlMS to,P,CID)!l.llQWX '"'"""""~' r"""" ~=~ ':c-f--''rr-_,. ___ ~,--} l" UlllflNN :e..im'='==iii§B,,i,:.;Ji~ ,· ~1 , . .,_.,,.. c= ~8 ! ~. ICOON;co,n:-R£lo\llNGWN..L .,___ 1 i 1• Cf" 1/1" TO l/r tlSTAl.i c.lCl l'U,1[ •·~ 2..-.:u• 11D fll! 1· '-(NO t) AGQICCA1E OW.CO P£R T.lal IOCCII TtOHLO,l,11«.lill.OI 11°~fl.lRAD(IISCl.WEDIAINST-'lilll F'OIIUH,FACTUIICSFIECOl&IOCIAllONS (IIIN51N,'ltllNFI.JlA1IONllAI() 'f'STCRAC£1.A'l'ER Cl.ASS2011l/8'WAS1€0W"11. ""'"""""' l '·· ,,,-.!:~"""'B7~mTRAT10N BASIN w/ PARTIAL RETENTION PERVIOUS CONCRETE SECTION 111TH RETAINING WALL (BMP-3) BMP TABLE .. "" ~sr,ln """ ... .,, -~, ·'n: M'-1 81(1\;IIAOON {Pll-1) 1.4~1 M'-2 .:n.1RA1kll (Pll-1) '·"' M'-l 9Cfl.1RAOOJI {PR-1) llO "I ATTACHMENT 4A SINGLE SHEET BMP SITE PLAN Additional Reference Material = STORM TJ\NK® MODULE 20 SER IES FEWER UNITS, FASTER INSTALLATION. INTRODUCING A NEW STORMWATER SOLUTION BUILT AROUND THE CONTRACTOR. ~ EASY ASSEMBLY. The Module 20 Series' simplified design can be assembled in under 90 seconds. ~ FAST INSTALLATION. The Module 20 Series covers a larger footprint, resulting in fewer total Modules required to be assembled and installed. ~ COST SAVINGS. With fewer total units needed, material and labor costs are lowered, while allowing more resources to finish the project. a;g MADE IN THE USA A BRAND OF ~ BRENTWOOD THE MODULE 20 SERIES The new StormTank Module 20 Series is a subsurface stormwater storage unit rated for use under standard load applications, such as parking lots and athletic f ields. Created for project professionals to achieve quick turnaround, the Module 20 Series was designed with the contractor in mind. The Module 20 Series· larger, simplified design allows for quick assembly and requires fewer total units without sacrificing storage capacity, reducing inst allation time and labor costs. NOT YOUR AVERAGE CRATE SYSTEM • Extensively tested in a full-scale installation setting • Simple to assemble, install, and clean • Available in three heights: 18-, 24-, and 36-inch WHEN EXTREME STRENGTH & FLEXIBILITY ARE AT THE TOP OF THE LIST, USE OUR MODULE 25 SERIES. ~ STORM TJ\NK. ~ Expect Results~ THE MODULE 25 SERIES The StormTank Module 25 Series' flexible, stackable design easily conforms around existing structures and tight constraints. It is load-rated for extreme applications, like heavy truck or under fire access roads, offering maximum strength while allowing for utilization of valuable land. LAYFIELDGROUP.GOM us 1.800.377.84084 CANADA 1.800.840.2884 D ,mallTIIIII/® ~IUDIII llfllft Modu/e • ~ BRENTWOOD. Contents 1.0 Introduction 2.0 Product Information 3.0 Manufacturing Standards 4.0 Structural Response 5.0 Foundation 6.0 System Materials 7.0 Connections 8.0 Pretreatment 9.0 Additional Considerations 10.0 Inspection & Maintenance 11.0 System Sizing 12.0 Detail Drawings 13.0 Specifications 14.0 Appendix -Bearing Capacity Tables General Notes 1. Brentwood recommends that the installing contractor contact either Brentwood or the local distributor prior to installation of the system to schedule a pre-construction meeting. This meeting will ensure that the installing contractor has a firm understanding of the installation instructions. 2. All systems must be designed and installed to meet or exceed Brentwood's minimum requirements. Although Brentwood offers support during the design, review, and construction phases of the Module system, it is the ultimate responsibility of the Engineer of Record to design the system in full compliance with all applicable engineering practices, laws, and regulations. 3. Brentwood requires a minimum cover of 24" (610 mm) and/or a maximum Module invert of 11' (3.35 m). Additionally, a minimum 6" (152 mm) leveling bed, 12" (305 mm) side backfill, and 12" (305 mm} top backfill are required on every system. 4. Brentwood recommends a minimum bearing capacity and subgrade compaction for all installations. If site conditions are found not to meet any design requirements during installation, the Engineer of Record must be contacted immediately. 5. All installations require a minimum two layers of geotextile fabric. One layer is to be installed around the Modules, and another layer is to be installed between the stone/soil interfaces. 6. Stone backfilling is to follow all requirements of the most current installation instructions. 7. The installing contractor must apply all protective measures to prevent sediment from entering the system during and after installation per local, state, and federal regulations. 8. The StormTank• Module carries a Limited Warranty, which can be accessed at www.brentwoodindustries.com. 1.0 Introduction About Brentwood Brentwood is a global manufacturer of custom and proprietary products and systems for the construction, consumer, medical, power, transportation, and water industries. A focus on plastics innovation, coupled with diverse production capabilities and engineering expertise, has allowed Brentwood to build a strong reputation for t hermoplastic molding and solutions development. • Brentwood's product and service offerings continue to grow with an ever-increasing manufacturing presence. By emphasizing customer service and working closely with clients throughout the design, engineering, and manufacturing phases of each project, Brentwood develops forward-thinking strategies to create targeted, tailored solutions. StormTank• Module The StormTank Module is a strong, yet lightweight, alternative to other subsurface systems and offers the largest void space (up to 97%) of any subsurface stormwater storage unit on the market. The Modules are simple to assemble on site, limiting shipping costs, installation time, and labor. Their structural PVC columns pressure fit into the polypropylene top/bottom platens, with side panels inserted around the perimeter of the system. This open design and lack of internal walls make the Module system easy to clean compared to other subsurface box structures. When properly designed, applied, installed, and maintained, the Module system has been engineered to achieve a SO-year lifespan. Technical Support Brentwood's knowledgeable distributor network and in-house associates emphasize customer service and support by parterning with customers to extend the process beyond physical material supply. These trained specialists are available to assist in the review of proposed systems, conversions of alternatively designed systems, or to resolve any potential concerns before, during, and after the design process. To provide the best assistance, it is recommended that associates be provided with a site plan and cross-sections that include grading, drainage structures, dimensions, etc. 2.0 Product Information Applications The Module system can be utilized for detention, infiltration, capture and reuse, and specialty applications across a wide range of industries, including the commercial, residential, and recreational segments. The product's modular design allows the system to be configured in almost any shape (even around utilities) and to be located under almost any pervious or impervious surface. Module Selection Brentwood manufactures the Module in five different heights (Table 1) that can be stacked uniformly up to two Modules high. This allows for numerous height configurations up to 6' (1.83 m) tall. The Modules can be buried up to a maximum invert of 11' (3.35 m) and require a minimum cover of 24" (610 mm) for load rating. When selecting the proper Module, it is important to consider the minimum required cover, any groundwater or limiting zone restrictions, footprint requirements, and all local, state, and federal regulations. I Table l: Nominal Storm Tank' Module Specificiations Height Void Space Module Storage Capacity Min. Installed Capacity* Weight ST-18 11.34 ft' (0.32m3) 26.30 lbs (11.93 kg) 11.99 ft' (0.34 m1) ST-36 'Min. Installed Capacity includes the leveling bed, Module, and top backfill storage capacity for one Module. Stone storage capacity is based on 40% void space. Side backfill storage is not included. e 3.0 Manufacturing Standards Brentwood selects material based on long-term performance needs. To ensure long- term performance and limit component deflection over time (creep}, Brentwood selected polyvinyl chloride (PVC) for the Module's structural columns and a virgin polypropylene (PP) blend for the top/bottom and side panels. PVC provides the largest creep resistance of commonly available plastics, and therefore, provides the best performance under loading conditions. Materials like polyethylene (HOPE} and recycled PP have lower creep resistance and are not recommended for load-bearing products and applications. Materials: Brentwood's proprietary PVC and PP copolymer resins have been chosen specifically for utilization in the StormTank• Module. The PVC is blended in house by experts and is a 100% blend of post-manuacturing/pre-consumer recycled material. Both materials exhibit structural resilience and naturally resist the chemicals typically found in stormwater runoff. Methods: Injection Molding The Module's top/bottom platens and side panels are injection molded, using proprietary molds and materials. This allows Brentwood to manufacture a product that meets structural requirements while maintaining dimensional control, molded-in traceability, and quality control. Extrusion Brentwood's expertise in PVC extrusion allows the structural columns to be manufactured in house. The column extrusion includes the internal structural ribs required for lateral support. Quality Control Brentwood maintains strict quality control in order to ensure that materials and the final product meet design requirments. This quality assurance program includes full material property testing in accordance with American Society for Testing and Materials (ASTM} standards, full-part testing, and process testing in order to quantify product performance during manufacturing. Additionally, Brentwood conducts secondary finshed-part testing to verify that design requirements continue to be met post-manufacturing. All Module parts are marked with traceability information that allows for tracking of manufacturing. Brentwood maintains equipment at all manufacturing locations, as well as at its corporate testing lab, to ensure all materials and products meet all requirements. • 4.0 Structural Response Structural Design The Module has been designed to resist loads calculated in accordance with the American Association of State Highway and Transportation Official's (AASHTO) Load and Resistance Factor Design (LRFD) Bridge Design manual. This fully factored load includes a multiple presence factor, dynamic load allowance, and live load factor to account for real-world situations. This loading was considered when Brentwood developed both the product and installation requirements. The developed minimum cover ensures the system maintains an adequate resistance factor for the design truck (HS-20) and HS-25 loads. Full-Scale Product Testing Engineers at Brentwood's in-house testing facility have completed full-scale vertical and lateral tests on the Module to evaluate product response. To date, Brentwood continues in-house testing in order to eva luate long-term creep effects. Fully Installed System Testing Brentwood's dedication to providing a premier product extends to fully installed testing. Through a partnership with Queen's University's GeoEngineering Centre in Kingston, Ontario, Brentwood has conducted full-scale installation tests of single-and double-stacked Module systems to analyze short-and long-term performance. Testing includes short-term ultimate limit state testing under fully factored AASHTO loads and minimum installation cover, lateral load testing, long-term performance and lifecycle testing utilizing time- temperature superposition, and load resistance development. Side backfill material tests were also performed to compare the usage of sand, compacted stone, and uncompacted stone. C 5.0 Foundation • The foundation (subgrade) of the subsurface storage structure may be the most important part of the Module system installation as this is the location where the system applies the load generated at the surface. If the subgrade lacks adequate support or encounters potential settlement, the entire system could be adversely affected. Therefore, when implementing an underground storage solution, it is imperative that a geotechnical investigation be performed to ensure a strong foundation. Considerations & Requirements: Bearing Capacity The bearing capacity is the ability of the soil to resist settlement. In other words, it is the amount of weight the soil can support. This is important versus the native condition because the system is replacing earth, and even though the system weighs less than the earth, the additional load displacement of the earth is not offset by the difference in weight. Using the Loading and Resistance Factor Design (LRFD} calculation for bearing capacity, Brentwood has developed a conservative minimum bearing capacity table (see Appendix}. The Engineer of Record shall reference this table to assess actual cover versus the soil bearing required for each unit system. Limiting Zones Limiting zones are conditions in the underlying soils that can affect the maximum available depth for installation and can reduce the strength and stability of the underlying subgrade. The three main forms of limiting zones are water tables, bedrock, and karst topography. It is recommended that a system be offset a minimum of 12" (305 mm) from any limiting zones. Compaction Soil compaction occurs as the soil particles are pressed together and pore space is eliminated. By compacting the soils to 95% (as recommended by Brentwood}, the subgrade strength will increase, in turn limiting both the potential for the soil to move once installed and for differential settlement to occur throughout the system. If designing the specific compaction requirement, settlement should be limited to less than 1" (25 mm} through the entire subgrade and should not exceed a 1 /2" ( 13 mm} of differential settlement between any two adjacent units within the system over time. Mitigation If a minimum subgrade bearing capacity cannot be achieved because of weak soil, a suitable design will need to be completed by a Geotechnical Engineer. This design may include the over- excavation of the subgrade and an engineered fill or slurry being placed. Additional material such as geogrid or other products may also be required. Please contact a Geotechnical Engineer prior to selecting products or designing the subgrade. Soil Profile Precipitation Water Table Zones 6.0 System Materials Geotextile Fabric The 6-ounce geotextile fabric is recommended to be installed between the soil and stone interfaces around the Modules to prevent soil migration. Leveling Bed The leveling bed is constructed of 6"-thick (152 mm) angular stone (Table 2). The bed has not been designed as a structural element but is utilized to provide a level surface for the installation of the system and provide an even distribution of load to the subgrade. Stone Backfill The stone backfill is designed to limit the strain on the product through displacement of load and ensure the product's longevity. Therefore, a minimum of 12"-wide (305 mm) angular stone must be placed around all sides of the system. In addition, a minimum layer of 12" (305 mm) angular stone is required on top of the system. All material is to be placed evenly in 12" (305 mm) lifts around and on top of the system and aligned with a vibratory plate compactor. Table 2: Approved Backfill Material I Material Location I Impermeable Liner In designs that prevent runoff from infiltrating into the surrounding soil (detention or reuse applications) or groundwater from entering the system, an impermeable liner is required. When incorporating a liner as part of the system, Brentwood recommends using a manufactured product such as a PVC liner. This can be installed around the Modules themselves or installed around the excavation (to gain the benefit of the void space in the stone) and should include an underdrain system to ensure the basin fully drains. This liner is installed with a layer of geotextile fabric on both sides to prevent puncture, in accordance with manufacturer recommendations. e I 7.0 Connections Stormwater runoff must be able to move readily in and out of the Storm Tank~ Module system. Brentwood has developed numerous means of connecting to the system, including inlet/outlet ports and direct abutment to a catch basin or endwall. All methods of connection should be evaluated as each one may offer a different solution. Brentwood has developed drawings to assist with specific installation methods, and these are available at www.brentwoodindustries.com. Inlet/Outlet and Pipe Connections • To facilitate easy connection to the system, Brentwood manufactures two inlet/outlet ports. They are 12" (305 mm) and 14 • (356 mm), respectfully, and utilize a flexible coupling connection to the adjoining pipe. Another common installation met hod is to directly connect the pipe to the system. In order to do this, an opening is cut into the side panels, the pipe is inserted, and then the system is wrapped in geotextile fabric. When utilizing this connection method, the pipe must be located a minimum of 3" (76 mm) from the bottom of the system. This provides adequate clearance for the bottom platen and the required strength in the remaining side panel. To maintain the required clearances or reduce pipe size, it may be necessary to connect utilizing a manifold system. Direct Abutment The system can also be connected by directly abutting Modules to a concrete catch basin or endwall. This allows for a seamless connection of structures in close proximity to the system and eliminates the need for numerous pipe connections. When directly abutting one of these structures, remove any side panels that fully abut the structure, and make sure it is flush with the system to prevent material migration into the structure. Underdrain Underdrains are typically utilized in detention applications to ensure the system fully drains since infiltration is limited or prohibited. The incorporation of an underdrain in a detention application will require an impermeable liner between the stone-soil interface. Cleanout Ports Brentwood understands the necessity to inspect and clean a subsurface system and has designed the Module without any walls to allow full access. Brentwood offers three different cleanout/ observation ports for utilization with the system. The ports are made from PVC, provide an easy means of connection, and are available in 6" (152 mm), 8" (203 mm) and 1 O" (254 mm) diameters. The 1 O" (254 mm) port is sized to allow access to the system by a vacuum truck suction hose for easy debris removal. It is recommended that ports be located a maximum of 30' (9.14 m) on center to provide adequate access, ensure proper airflow, and allow the system to completely fill. Air Flow Ventilation and Air Flow 0 8.0 Pretreatment Removing pollutants from stormwater runoff is an important component of any stormwater management plan. Pretreatment works to prevent water quality deterioration and also plays an integral part in allowing the system to maintain performance over time and increase longevity. Treatment products vary in complexity, design, and effectiveness, and therefore, should be selected based on specific project requirements. Typical Stormwater System Catch Basin Inlet Piping Storm Tank ' Shield I Pretreatment STIIRMTAI/Kshield I Storage Basin STIJRMTAl/f Modu/e STIJRMTAI/K~ack Outlet Structure Brentwood's StormTank Shield provides a low-cost solution for stormwater pretreatment. Designed to improve sumped inlet treatment, the Shield reduces pollutant discharge through gross sediment removal and oil/water separation. For more information, please visit www.brentwoodindustries.com. Debris Row (Easy Cleanout) An essential step of designing, installing, and maintaining a subsurface system is preventing debris from entering the storage. This can be done by incorporating debris rows (or bays) at the inlets of the system to prevent debris from entering the rest of the system. The debris row is built into the system utilizing side panels with a 12" (305 mm) segment of geotextile fabric. This al lows for the full basin capacity to be utilized while storing any debris in an easy-to-remove location. To calculate the number of side panels required to prevent backing up, the opening area of the side panels on the area above the geotextile fabric has been calculated and compared to the inflow pipe diameter. Debris row cleanout is made easy by including 1 O" (254 mm) suction ports, based on the length of the row, and a 6" (1 52 mm) saddle connection to the inflow pipe. If the system is directly abutting a catch basin, the saddle connection is not required, and the flush hose can be inserted through the catch basin. Debris is then flushed from the inlet toward the suction ports and removed. Brentwood has developed drawings and specifications that are available at www.brentwoodindustries.com to illustrate the debris row configuration and layouts. INFLUENT "WYE" CONNECTION INFLUENT PIPE CONCRETE COLLAR CONCRETE COLLAR 10" (254 mm) RISER STORMTANK MODULE r.•1-+-+-,f+-++-++---~l~~R~!~~~ PERIMETER ~.i;.;~H-+!--+.-+1-1+---12" (305 mm) HIGH GEOTEXTILE DEBRIS FILTER (MIRAFI 135N OR APPROVED EQUAL} COLLECTED DEBRIS BUILDUP '----...+--(SHOWN FOR CLARITY) Debris Row Section Detail I 9.0 Additional Considerations Many variable factors, such as the examples below, must be taken into consideration when designing a StormTank• Module system. As these considerations require complex calculations and proper planning, please contact Brentwood or your local distributor to discuss project-specific requirements. Adaptability The Modules can be arranged in custom configurations to meet tight site constraints and to provide different horizontal and edge configurations. Modules can also be stacked, to a maximum 2 units tall, to meet capacity needs and can be buried to a maximum invert of 1 l' (3.35 m) to allow for a stacked system or deeper burial. Adjacent Structures The location of adjacent structures, especially the location of footings and foundations, must be taken into consideration as part of system design. The foundation of a building or retaining wall produces a load Site Plan Module Layout Adaptability (Storm Tonk Modules shown In blue) that is transmitted to a footing and then applied to the surface below. The footing is intended to distribute the line load of the wall over a larger area without increasing the larger wall's thickness. The reason this is important is because the load the footing is applying to the earth is distributed through the earth and could potentially affect a subsurface system as either a vertical load to the top of the Module or a lateral load to the side of the Module. Based on this increased loading, it is recommended that the subsurface system either maintain a distance away from the foundation, footing equal to the height between the Module invert and structure invert of the system, or the foundation or footing extend at a minimum to • the invert of the subsurface system. By locating the foundation away from the system or equal to the invert, the loading generated by the structure does not get transferred onto the system. It is recommended that all adjacent structures be completed prior to the installation of the Modules to prevent construction loads from being imparted on the system. Adjacent Excavation The subsurface system must be protected before, during, and after the installation. Once a system is installed, it is important to remember that excavation adjacent to the system could potentially cause the system to become unstable. The uniform backfilling will evenly distribute the lateral loads to the system and prohibit the system from becoming unstable and racking from unequal loads. However, it is recommended that any excavation adjacent to a system remain a minimum distance away from the system equal to the invert. This will provide a soil load that is equal to the load applied by the opposite side of the installation. If the excavation is to exceed the invert of the system, additional analysis may be necessary. Sloped Finished Grade Much like adjacent excavation, a finished grade with a differential cover could potentially cause a subsurface system to become disproportionately loaded. For example, if one side of the system has 1 O' (3.05 m) of cover and the adjacent side has 24" (610 mm) of cover, the taller side will generate a higher lateral load, and the opposite side may not have an equal amount of resistance to prevent a racking of the system. Additional evaluation may be required when working on sites where the final grade around a system exceeds 5%. l 0.0 Inspection & Maintenance Description Proper inspection and maintenance of a subsurface stormwater storage system are vital to ensuring proper product functioning and system longevity. It is recommended that during construction the contractor takes the necessary steps to prevent sediment from entering the subsurface system. This may include the installation of a bypass pipe around the system until the site is stabilized. The contractor should install and maintain all site erosion and sediment per Best Management Practices (BMP) and local, state, and federal regulations. Once the site is stabilized, the contractor should remove and properly dispose of erosion and sediment per BMP and all local, state, and federal regulations. Care should be taken during removal to prevent collected sediment or debris from entering the stormwater system. Once the controls are removed, the system should be flushed to remove any sediment or construction debris by following the maintenance procedure outlined below. During the first service year, a visual inspection should be completed during and after each major rainfall event, in addition to semi- annual inspections, to establish a pattern of sediment and debris buildup. Each stormwater system is unique, and multiple criteria can affect maintenance frequency. For example, whether or not a system design includes inlet protection or a pretreatment device has a substantial effect on the system's need for maintenance. Other factors include where the runoff is coming from (hardscape, gravel, soil, etc.) and seasonal changes like autumn leaves and winter salt. During and after the second year of service, an established annual inspection frequency, based on the information collected during the first year, should be followed. At a minimum, an inspection should be performed semi-annually. Additional inspections may be required at the change of seasons for regions that experience adverse conditions (leaves, cinders, salt, sand, etc). Maintenance Procedures Inspection: 1. Inspect all observation ports, inflow and outflow connections, and the discharge area. 2. Identify and log any sediment and debris accumulation, system backup, or discharge rate changes. 3. If there is a sufficient need for cleanout, contact a local cleaning company for assistance. Cleaning: 1. If a pretreatment device is installed, follow manufacturer recommendations. 2. Using a vacuum pump truck, evacuate debris from the inflow and outflow points. 3. Flush the system with clean water, forcing debris from the system. 4. Repeat steps 2 and 3 until no debris is evident. 11 .0 System Sizing • System Sizing Calculation This section provides a brief description of the process required to size the Storm Tank• Module system. If you need additional assistance in determining the required number of Modules or assistance with the proposed configuration, it is recommended that you contact Brentwood or your local distributor. Additionally, Brentwood's volume calculator can help you to estimate the available storage volumes with and without stone storage. This tool is available at www.brentwoodindustries.com. 1. Determine the required storage volume (Vs): It is the sole responsibility of the Engineer of Record to calculate the storage volume in accordance with all local, state, and federal regulations. 2. Determine the required number of Modules (N): If the storage volume does not include stone storage, take the total volume divided by the selected Module storage volume. If the stone storage is to be included, additional calculations will be required to determine the available stone storage for each configuration. 3. Determine the required volume of stone (Vstone): The system requires a minimum 6" (152 mm) leveling bed, 12" (305 mm) backfill around the system, and 12" (305 mm) top backfill utilizing 3/4" (19 mm) angular clean stone. Therefore, take the area of the system times the leveling bed and the top backfill. Once that value is determined, add the volume based on the side backfill width times the height from the invert of the Modules to the top of the Modules. 4. Determine the required excavation volume (Vexcv): Utilizing the area of the system, including the side backfill, multiply by the depth of the system including the leveling bed. It is noted that this calculation should also include any necessary side pitch or benching that is required for local, state, or federal safety standards. S. Determine the required amount of geotextile (G): The system utilizes a multiple layer system of geotextile fabric. Therefore, two calculations are required to determine the necessary amount of geotextile. The first layer surrounds the entire system (including all backfill). and the second layer surrounds the Module system only. It is recommended that an additional 20% be included for waste and overlap. 11. l Storage Volume 40 39 Totall 3.096 38 37 36 Total 11. 986 35 34 3 l Total 10.876 32 31 30 29 28 27 TotalB.656 26 ,......_ V'I 25 OJ ..c 24 u C 23 I 21 C 21 Total6.436 0 20 ....... ra 19 > 18 OJ LU 1 7 OJ 16 0) m 15 ....... V'l 14 1 3 12 11 10 9 8 1 () s 4 3 l 0 18" Moduil' 2·1' Module 30" Module 33" Module 36' Module Module Height 11.2 Material Quantity Worksheet Project Name: Location: L ------- System Requirements Required Storage Number of Modules Module Storage Stone Storage Module Footprint [ l System Footprint w/ Stone L Stone Volume of Excavation Area of Geotextile System Cost Quantity Modules l Stone [ Excavation Geotextile Material costs may not include freight. Date: l I l ft' cm') 7 Each ft' (m3) ftl (m3) l ft2 (m2) Number of Modules x 4.5 ft2 (0.42 m2) ft2 (m') Module Footprint + 1 ft (0.3048 m) to each edge Tons (kg) Leveling Bed+ Side Backfill+ Top Backfill yd3 (m') System Footprint w/ Stone x Total Height yd2 (m2) Wrap around Modules+ Wrap around Stone/Soil Interface Unit Price Total ft3 (m3) X $ ft3 (m3) = $ Tons (kg) X s Tons (kg) = s J yd' (m') X $ ydl (ml) = s yd2 (m') X sr yd2 (m') = $ Subtotal= s Tons = s Please contact Brentwood or your local distributor for this information. • _] l 12.0 Detail Drawings Brentwood has developed numerous drawings for utilization when specifying a StormTank• Module system. Below are some examples of drawings available at www.brentwoodindustries.com. --------- .,... .• 'I . ti • ,_.., __ --.-7 --a-, 13.0 Specifications • 1) General a) This specification shall govern the implementation, performance, material, and fabrication pertaining to the subsurface stormwater storage system. The subsurface stormwater storage system shall be manufactured by Brentwood Industries, Inc., 500 Spring Ridge Drive, Reading, PA 1961O(610.374.5109), and shall adhere to the following specification at the required storage capacities. b) All work is to be completed per the design req uirements of the Engineer of Record and to meet or exceed the manufacturer's design and installation requirements. 2) Subsurface Stormwater Storage System Modules a) The subsurface stormwater storage system shall be constructed from virgin polypropylene and 100% recycled PVC to meet the following requirements: i) High-Impact Polypropylene Copolymer Material (1) Injection molded, polypropylene, top/bottom platens and side panels formed to a dimension of 36" (914 mm) long by 18" (457 mm) wide [nominal). ii) 100% Recycled PVC Material (1) PVC conforming to ASTM 0-1784 Cell Classification 12344 b-12454 B. (2) Extruded, rigid, and 100% recycled PVC columns sized for applicable loads as defined by Section 3 of the AASHTO LRFD Bridge Design Specifications and manufactured to the required length per engineer-approved drawings. iii) Platens and columns are assembled on site to create Modules, which can be uniformly stacked up to two Modules high, in vertical structures of variable height {custom for each project). iv) Modular stormwater storage units must have a minimum 95% void space and be continuously open in both length and width, with no internal walls or partitions. 3) Submittals a) Only systems that are approved by the engineer will be allowed. b) At least 10 days prior to bid, submit the following to the engineer to be considered for pre-qualification to bid: i) A list of materials to be provided for work under this article, including the name and address of the materials producer and the location from which the materials are to be obtained. ii) Three hard copies of the following: {1) Shop drawings. (2) Specification sheets. (3) Installation instructions. (4) Maintenance guidelines. c) Subsurface Stormwater Storage System Component Samples for review: i) Subsurface stormwater storage system Modules provide a single 36" {914 mm) long by 18" (457 mm) wide, height as specified, unit of the product for review. ii) Sample to be retained by owner. d) Manufacturers named as acceptable herein are not required to submit samples. 4) Structural Design a) The structural design, backfill, and installation requirements shall ensure the loads and load factors specified in the AA5HTO LRFD Bridge Design Specifications, Section 3 are met. b) Product shall be tested under minimum installation criteria for short-duration live loads that are calculated to include a 20% increase over the AASHTO Design Truck standard with consideration for impact, multiple vehicle presences, and live load factor. c) Product shall be tested under maximum burial criteria for long-term dead loads. d) The engineer may require submission of third-party test data and results in accordance with items 4b and 4c to ensure adequate structural design and performance. 14.0 Appendix -Bearing Capacity Tables Cover HS-25 (Unfactored) HS-25 (Factored) Cover HS-25 (Unfactored) HS-25 (Factored) -E-~g~sh l Metri~ 1 En;lish-Met~c f English T Metric (in) I (mm) (ksf) (kPa) (ksf) (kPa) English Metric JI English Metric I English-1 -M;trk (in) (mm) (ksf) (kPa) (ksf) (kPa) 24 610 1.89 90.45 4.75 227.43 70 1,778 1.13 54.26 2.06 98.63 25 635 1.82 86.96 4.53 216.90 71 1,803 1.14 54.46 2.06 98.63 26 660 1.75 83.78 4.34 207.80 72 1,829 1.14 54.67 2.06 98.63 27 686 1.69 80.88 4.16 199.18 73 1,854 1.15 54.90 2.06 98.63 28 711 1.63 78.24 3.99 191.04 74 1,880 1.15 55.13 2.06 98.63 29 737 1.58 75.82 3.84 183.86 75 1,905 1.16 55.38 2.06 98.63 30 762 1.54 73.62 3.70 177.16 76 1,930 1.16 55.64 2.06 98.63 31 787 1.50 71.60 3.57 170.93 77 1,956 1.17 55.90 2.06 98.63 32 813 1.46 69.75 3.45 165.19 78 1,981 1.17 56.18 2.06 98.63 33 838 1.42 68.06 3.34 159.92 79 2,007 1.18 56.46 2.07 99.11 34 864 1.39 66.51 3.24 155.13 80 2,032 1.19 56.76 2.07 99.11 35 889 1.36 65.10 3.14 150.34 81 2,057 1.19 57.06 2.07 99.11 36 914 1.33 63.80 3.05 146.03 82 2,083 1.20 57.37 2.08 99.59 37 940 1.31 62.62 2.97 142.20 83 2,108 1.20 57.69 2.08 99.59 38 965 1.29 61.54 2.90 138.85 84 2,134 1.21 58.02 2.09 100.07 39 991 1.26 60.55 2.83 135.50 85 2,159 1.22 58.35 2.09 100.07 40 1,016 1.25 59.65 2.76 132.15 86 2,184 1.23 58.69 2.10 100.55 41 1,041 1.23 58.54 2.70 129.28 87 2,210 1.23 59.04 2.11 101.03 42 1,067 1.21 58.09 2.67 127.84 88 2,235 1.24 59.39 2.11 101.03 43 1,092 1.20 57.42 2.60 124.49 89 2,261 1.25 59.75 2.12 101.51 44 1,118 1.19 56.81 2.55 122.09 90 2,286 1.26 60.11 2.13 101.98 45 1,143 1.18 56.26 2.50 119.70 91 2,311 1.26 60.48 2.13 101.98 46 1,168 1.16 55.77 2.46 117.79 92 2,337 1.27 60.86 2.14 102.46 47 1,194 1.16 55.33 2.42 115.87 93 2,362 1.28 61.24 2.15 102.94 48 1,219 1.15 54.94 2.39 114.43 94 2,388 1.29 61.62 2.16 103.42 49 1,245 1.14 54.59 2.36 113.00 95 2,413 1.30 62.01 2.17 103.90 so 1,270 1.13 54.29 2.33 111.56 96 2,438 1.30 62.41 2.18 104.38 51 1,295 1.13 54.03 2.30 110.12 97 2,464 1.31 62.81 2.19 104.86 52 1,321 1.12 53.80 2.27 108.69 98 2,489 1.32 63.21 2.20 105.34 53 1,346 1.12 53.62 2.25 107.73 99 2,515 1.33 63.62 2.21 105.82 54 1,372 1.12 53.46 2.23 106.77 100 2,540 1.34 64.03 2.22 106.29 55 1,397 1.11 53.34 2.21 105.82 101 2,565 1.35 64.45 2.23 106.77 56 1.422 1.11 53.24 2.19 104.86 102 2,591 1.35 64.87 2.24 107.25 57 1,448 1.11 53.18 2.17 103.90 103 2,616 1.36 65.29 2.25 107.73 58 1,473 1.11 53.14 2.16 103.42 104 2,642 1.37 65.72 2.27 108.69 59 1,499 1.11 53.12 2.14 102.46 105 2,667 1.38 66.15 2.28 109.17 60 1,524 1.11 53.13 2.13 101.98 106 2,692 1.39 66.58 2.29 109.65 61 1,549 1.11 53.16 2.12 101.51 107 2,718 1.40 67.02 2.30 110.12 62 1,575 1.11 53.21 2.11 101.03 108 2,743 1.41 67.45 2.31 110.60 63 1,600 1.11 53.28 2.10 100.55 109 2,769 1.42 67.90 2.33 111.56 64 1,626 1.11 53.37 2.09 100.07 110 2,794 1.43 68.34 2.34 112.04 65 1,651 1.12 53.48 2.08 99.59 111 2,819 1.44 68.79 2.35 112.52 66 1,676 1.12 53.61 2.08 99.59 112 2,845 1.45 69.24 2.36 113.00 67 1,702 1.12 53.75 2.07 99.11 113 2,870 1.46 69.69 2.38 113.96 68 1,727 1.13 53.91 2.07 99.11 114 2,896 1.47 70.15 2.39 114.43 69 1,753 1.13 54.08 2.06 98.63 r= aJ BRENTWOOD. All Rights Reserved. r,;, 2015 Brentwood Industries, Inc. BRENTWOOD INDUSTRIES, INC. brentwoodindustries.com stormtonk@brentw.com + l.610.374.5109 ~lvl002· 1 09 l4_EN MODULE lf:!STORM TJ\NK ~ BRENTWOOD ~ Expect Results· CONTENT 1.0 Module Assembly 2.0 Basin Excavation 3.0 Sub-grade Requirements 4 .0 Leveling Bed Installation 5.0 Module Placement 6.0 Side Backfill 7.0 Top Backfill a.o Suitable Compactable Fill ' ' Appendix A -Bearing Capacity Calculation Appendix B -Load Ratings Appendix C -Acceptable Fill Materials Appendix D -Module 25 Series Debris Row GENERAL NOTES l. Review installation procedures and coordinate the installation with other construction activities, such as grading, excavation, utilities, construction access, erosion control, etc. 2. Engineered drawings supersede all provided documentation, as the information furnished 1n this document is based on a typical installation. 3. Coordinate the installation with manufacturer's representative/distributor to be on-site to review installation instructions. 4. Components shall be unloaded, handled and stored in an area protected from traffic in a manner to prevent damage and UV degradation. 5. Assembled modules may be walked on, but vehicular traffic is prohibited until backfilled per Manufacturer's requirements. 6. Ensure all construction occurs in accordance with Federal, State and Local Laws, Ordinances, Regulations and Safety Requirements. 7. Extra care and caution should be taken when temperatures are at or below 40° F (4.4° C). 8. Check for any damaged material, report damage to a StormTank® Representative. All plastic wrap should be removed to prevent damage from heat or UV. 9. The Storm Tank';) Module carries a Limited Warranty, which can be accessed at www.stormtank com. I I 1.0 MODULE ASSEMBLY "1/1111/ .... .. Step 1 Step 2 Step 1: Step 3 Step 4 Step 5 Completed Module Prepare the material to be assembled. Required materials include (2) Platens. (8) Columns, (1) Side Panel. (1) lib. Rubber Mallet. Note: Side panels only required on perimeter modules, refer to your project's layout drawings for perimeter module locations. Step 2: Place a platen on a firm level surface and insert the (8) columns into the platen receiver cups. Firmly tap each column with a rubber mallet to ensure the column is seated. Step 3: Install the top platen by aligning the reciever cups with the columns, or flip the previously assembled components upside down onto the second platen, aligning the columns into the platen receiver cups. Step 4: Once aligned. seat the top assembly by alternating taps, with a rubber mallet at each structural column until all columns are firmly seated. Step 5: If side panels are required. Prior to seating the edge column into the recieveing cups, insert the side panel into the bottom platen. Step 6: Align the top of the side panel with the top platen and firmly seat the top platen utilizing a rubber mallet. Completed Module A completed module can support vehicular loading when installed per manufacturer recommendations. 2.0 EXCAVATION 1. Stake out and excavate, in accordance with OSHA regulations, to elevations per approved plans. Excavation Requirements: a. Reccomended Sub-grade excavation is a minimum of 6" (152 mm) below designed Module invert. I. A 4" (102 mm) leveling bed may be acceptable, contact your StormTank Representative for further details. b. The excavation should extend a minimum of 12" (305 mm) beyond the module unit's dimensions in each length and width to allow for adequate placement of side backfill material. c. Remove objectionable material encountered within the excavation, including protruding material from the walls. ---- . . . 3.0 SUB-GRADE PREPARATION 1. Unstable, unsuitable and/or compromised areas should be brought to the Engineer's attention and mitigating efforts determined. Sub-grade shall be unfrozen. free of lumps or debris and contain no standing water or mud. 2. Sub-grade must be prepared. per the Engineer of Record, to provide a minimum bearing capacity and prevent settlement. a. Maximum applicable settlements cannot exceed long-term 1/2" (12.7 mm) differential sett lement between any two adjaent units within the system. b. Sub-grade must be designed to ensure soil bearing capacity is maintained throughout all soil saturation levels. 0 4.0 LEVELING BED INSTALLATION 1. OPTIONAL: A layer of geotextile fabric is recommended around the excavation to prevent material migration a. Geotextile fabric shall be placed per geotextile fabric manufacturer's recommendations. b. An impermeable liner may be incorporated to prevent infiltration. If specified, the liner must be installed per liner manufacturer recommendations. 2. Place a Leveling Bed per engineer plans. a. Material should meet Appendix C -Acceptable Fill Material. b. Material should be free of voids, lumps, debris, sharp objects and compacted. 5.0 STORMTANK® MODULE PLACEMENT 1. Install geotextile fabric and liner material (if required), as specified. a. Geotextile fabric shall be placed per geotextile fabric manufacturer's recommendations. b An impermeable liner may be incorporated to prevent infiltration. If specified, the liner must be installed per liner manufacturer recommendations. 2. Mark the footprint of the modules for placement. a. Ensure module starting point is square prior to Module placement. this will ensure proper layout of units. b. Care should be taken to note any connections, ports. debris rows or other irregular units to be placed. 3. Install the individual modules by hand, as detailed below. a. The modules should be installed as shown in the StormTank submittal drawings with the short side of perimeter modules facing outward, except as otherwise required. b. Make sure the top/bottom platens are in alignment in all directions. c. For double stack configurations (25 Series ONLY): I. Install the bottom module first. DO NOT INTERMIX VARIOUS MODULE HEIGHTS ACROSS LAYERS. II. Insert stacking pins (2 per module) into the top platen of the bottom module. Ill. Place the upper module directly on top of the bottom module in the same direction, making sure to engage the pins. 4. Install the modules to completion, taking care to avoid damage to the geotextile and/or liner material. I 5.0 STORMTANK® MODULE PLACEMENT 5. Locate any ports or other penetration of the Modules. 5.1. For Observation Ports: a. Layout and cut opening into the top platen per standard Observation Port Detail. b. Place port into opening, (Module 25 Series Only: use stacking pins to locate flange plate). c. If port is along the perimeter, cut the flange plate flush with the edge of the end Module. 5.2. For Connections: a. Locate and mark the connection opening in the side panels. b. Remove side panels and cut opening. c. Reinstall side panels. d. Install pipe (slip fit) Note: When performing lateral connections to the Module system, the platens and columns are not to be modified/cut as to not compromise the integrity of the system. 6. Upon completion of module installation, wrap the modules in geotextile fabric and/or liner. 6.0 SIDE BACKFILL 1. Inspect all geotextile, ensuring that no damage exists; which will allow sediment into the module system. 2. Once the geotextile is secured, begin to place the Side Backfill. a. Material should meet Appendix C -Acceptable Fill Material. b. Backfill sides "evenly" around the perimeter without exceeding single 12" (305 mm) lifts. c. Place material utilizing an excavator, dozer, or conveyor boom from the native soil surrounding the excavation. do not directly access the system during side backfilling. d. Compact the backfill material to settle the stone and provide a uniform distribution. Correctly Backfilled ackfi//ed evenly m) lifts. , '.L\'-"\'I-~•~ ·,· .. ~ _ · ., r~ .... ,1 ·, ~ : .. ""• , ...... Incorrectly Backfilled Modules unevenly backfilled can shift and compromise the overall installation of the system 0 I 7.0 TOP BACKFILL 1. Begin to place the top backfill. a. Material should meet Appendix C -Acceptable Fill Material. b. Place material utilizing a low ground pressure (LGP) equipment, dozer (Maximum 05 LGP or similar) or preferably a conveyor boom. DO NOT DRIVE OR DUMP FROM DUMP TRUCKS DIRECTLY ONTO THE MODULES DO NOT DRIVE ON THE MODULES WITHOUT A MINIMUM 12" (305 mm) COVER, c. Compact as required by engineer of record. I. Utilize a static roller producing less than 10 psi per roller, unless otherwise approved, while ensuring a minimum 12" (305 mm) of cover. To do so, a minimum 15" (381 mm) layer of material may be required to account for compaction. II. Sheep foot rollers are not permitted. 2. Upon completion of top backfilling, if specified, wrap the system in geotextile fabric and/or liner per the material manufacturer's recommendations. 3. OPTIONAL: Install metallic tape around the perimeter of the system to mark the area for future utility detection. 8.0 SUITABLE COMPACTABLE FILL Non-Vehicular Areas 1. The minimum total cover allowable is 12" (305 mm). a. This may decrease the depth of top backfill to allow for soil placement. b. By installing less cover, the system is not designed to support vehicular traffic. c. The maximum installation depth shall be based on lateral load calculations using the Rankine Theory and compared to StormTank Module testing results. 2. Finish to the surface and complete with vegetative cover. Vehicular Traffic Area 1. Place fill onto the geotextile. a. Maximum 12" (305 mm) lifts compacted to meet the Engineer of Record's specification. b. Sub-base materials should be referenced by the approved Engineering Drawings. c. The minimum top cover to finished grade should not be less than 24" (610 mm) for the following load ratings. I. For fully factored HS-20 Loads (Module 20 Series) II. For fully factored HS-25 Loads (Module 25 Series) Note: Lower cover depths are acceptable depending on loading criteria. Contact your local Storm Tank representative for more information. d. The maximum installation depth shall be based on lateral load calculations using the Rankine Theory and compared to StormTank Module testing results. 2. Finish to the surface and complete with asphalt, concrete, etc. Fill and Surface Material Placement Material Location Finished Surface Suitable Compactable Fill Notes: Tracked Equiptment limitations Roller limitations 1. Storage of materials such as construction materials. equipment. soils. etc. over the module system is strictly prohibited. 2. Please contact a Brentwood representative prior to utilization of any equipment not listed above. I I APPENDIX A -BEARING CAPACITY CALCULATION Applicable bearing capacity calculations are per the AASHTO LRFD for Bridge Design. The calculation considers a dead load, based on cover, with a dead load factor of 1.95. In addition, it applies a live load, with a multiple presence factor of 1.2 and a live load factor of 1.75. which is distributed at a 1.15 factor (for aggregate) through the cover depth. If the cover material is soil, this factor is reduced to 1.00. The following are two examples of that calculation: 1. HS-25 with 24" aggregate and asphalt cover DL =Density* depth* DL Factor= 140.00 pcf * 2.00' * 1.95 = 546.00 psf LL= P * DLA* MP* LL Factor= 20,000 lbs* 1 * 1.2 * 1.75 / ((20" + 24" * 1.15) * (10" + 24" * 1. 15) / 144) LL= 3,379.22 psf TL= Required Bearing Capacity= 546.00 + 3,379.22 = 3,925.22 psf 2. HS-20 with 48" aggregate and asphalt cover DL =Density* depth* DL Factor= 140.00 pcf * 4.00' * 1.95 = 1,092.00 psf LL= P *DLA* MP* LL Factor= 16.000 lbs* 1 * 1.2 * 1.75 / ((20" + 48" * 1.15) * (10" + 48" * 1.15) / 144) LL= 986.82 psf TL= Required Bearing Capacity= 1,092.00 + 986.82 = 2,078.82 psf Note: All depths of cover greater than 32" require a minimum bearing capacity of 3.0 ksf. APPENDIX B -MODULE 20 SERIES LOAD RATING The Module 20 Series has been designed to resist loads calculated in accordance with the American Association of State Highway and Transportation Official's (AASHTO) Load and Resistance Factor Design (LRFD) Bridge Design manual. Below are examples of various load ratings the Module 20 Series can achieve with the appropriate cover. 12" Total Cover - Model 2036 Pedestrian Loads 24" Total Cover Model 2024 HS-20 Loads Model 2018 I APPENDIX 8 -MODULE 25 SERIES LOAD RATING The Module 25 Series has been designed to resist loads calculated in accordance with the American Association of State Highway and Transportation Official's (AASHTO) Load and Resistance Factor Design (LRFD) Bridge Design manual. Below are examples of various load ratings the Module 25 Series can achieve with the appropriate cover. 12" Total Cover 21" Total Cover Pedestrian Loads HS-20 Loads 15" Total Cover 24" Total Cover H-10 Loads APPENDIX C -ACCEPTABLE FILL MATERIALS Finished Surface Suitable Compactable Fill Top Backfill Side Backfill Leveling Bed Notes: Crushed angular stone placed between earthen wall and Modules Crushed angular stone placed to provide level surface for 1nstallat1on of Modules AASHTOM43 Designation ASTM 02321 Class I & II I & II I & II Compaction/Density 1. All stone must be angular stone meeting ASTM 02321. Recycled concrete may be utilized when meeting acceptable gradation and ASTM standards. 2. Storage of materials such as construction materials, equipment, soils, etc. over the module system is strictly prohibited. 3. Please contact a Geotechnical Engineer and the Brentwood representative prior to utilization of any material not listed above. APPENDIX D -MODULE 25 SERIES DEBRIS ROW The optional StormTank Module Debris Row provides a solution to trapping sediment. Observation/cleanout ports are to be installed with a minimum of one port at the inflow pipe location. Based upon Debris Row size and shape, additonal ports may be required. See the approved submittals for debris row size and location. 1. Install Debris Row side panels in the modules adjacent to the Debris row, per the approved plans. 2. Install a layer of geotextile accross the bottom of the Debris Row, extending up the side panels of the adjacent modules. Geotextile Fabric is to be installed to the height specified by the hydrograph elevation of the selected storm (per the engineer of record's plans), or a minimum of 12" (304.8mm). whichever is greater. Secure the geotextile fabric to the side panels with zip ties 3. Place and install the Debris Row Modules in the appropriate location per the approved StormTank submittal drawings 4. Finally, make any necessary connections and complete the system installation per the StormTank installation instructions. Note: For Module 20 Series contact a Storm Tank Representative ~STORM T/\NK ~ Expect Results ',\ '1 J 7 n ., nt'I j j ~ STORMTANK.COM 1pfo0'stor,r tank corn +1 611174 '5109 ~.J BRENTWOOD ~ ' ' BMPID# BMPTYPE SYMBOL TREATMENT CONTROL 20 BIORETENTION AREA PERVIOUS PAVEMENT BMPSIGN 0 ♦ + + + + + + • + + + + +- I'" .. ·1 ........ ........ . . . . . . . . 20 GRAPHIC SCALE SCALE: 1" = 20' ,, /\ . \ \ !"-._ / i l s 1 I "---c<J . ..... I ""S ..... ' ................. \ .................. \ ...... ' ........... I BMP MAINTENANCE TABLE CASQA NO. QUANTITY DRAWING NO. SHEET NO.(S) TC-32 TC-10 16,262 SF. 8 EA. 40 // I I I ~ I I r, INSPECTION * FREQUENCY QUARTERLY SEMI-ANNUALLY SEMI-ANNUALLY MAINTENANCE* FREQUENCY SEMI-ANNUALLY ANNUALLY ANNUALLY 1' RISER HEIGHT ENERGY DISSIPATION 51_ 4• WASHED PEA GRAVEL 6" PERFORATED PIPE -t':,;--7'i8m;~~ ~/!.. <. ~ ~.. .< ... .... "1-....... · Asph. < PAD. 74.00 .... - ---=--jf._'.~ ·" -<i _ ...... -"'.:.:, ·. . $> ·.,------;,.;:~ ~--?\ · ... ! ' ' ! 24"X 24• (INSIDE DIM.) PCC. BOX TO BE BUil T FOR 100-YEAR TG=SEE PLAN STORM OVERFLOW 3.5" AC OVER 5" BASE PER GEOTECHNICAL RECOMMENDATIONS 3• WELL -AGED, SHREDDED LRDWOOD MULCH PR. STORMTANK PER PLAN DEEP ROOTED, DENSE, DROUGHT TOLERANT PLANTING SUITABLE FOR WELL DRAINED SOIL y" STORAGE LA YER CLASS 2 OR 3/8" WASHED GRAVEL s• PVC STORM DRAIN CONNECT TO STORMT ANK FOR HYDROMODIFlCATION &: Q100 FLOWS 6" SO FROM BIOFlLTRATION BASIN d ~ "'~~~. ,;;;;;,,;;fi'.,/\ ,w-, -"~~~.(~_;:}~" <:??:i • , -...yr;,..:. 7'~d /;.'; >:.VN~)" /;1//µ ORIFlCE PER TABLE BELOW RETAINING WALL EXISTING INSTALL ORIFlCE PLATE STORAGE LA YER *SEE BMP NOTES & TABLE UN.COMPACTED DIAMETER PER TABLE HEREON SOILS Civil Engineering I Surve)tlg BIOFIL TRATION BASIN W,/ PARTIAL RETENTION / / ' ! I -:-f /' WEIR 1' 12" SD OUllET TO CONNECT TO PUBLIC SO SYSTEM i •, V--,. I~~"" ·~ ---.:-~,.J 1 ~ ~~-.. b~ "'-1 3t: / A / I ' ' ' ! ,., :·,, i :s . . J~I' •Q • : .:-: ,1 : ' ,• :{'i,:' • [·'l .\·.~ .... \i\l r7""="""'~r1: ; tf ,'!-:' g .r:. 'L --ir.1 : -}:'": ' ~--~'c!Jf< -}::·~. i: ·,.J., ·.r-( ., ~-~-=-,.•-rj:: I ~~ \._; :Ki : ! f-Jjift==~~E~. if(· I --t-J.t' ' 1' .. • . ! , I • Lr- Lr-i!h ~:: ,.,,,,," / Lr-/' IJ.l . j . / Lr-/' / / /' i /' l. ·/' Lr-I ·.~ / ~ I r;-,-lf L-++.;, r'"° I \ I 3.5:r- 1· L_ ,;;.1,_ ' •Ir . ' I ·i, 0 I I . C ' ( ., ATTACHMENT 4A SINGLE SHEET BMP SITE PLAN PARTY RESPONSIBLE FOR MAINTENANCE: NAME STELLAR PROPERTIES LLC ADDRESS 6030 AVENIDA ENCINAS SUITE200 CONTACT_J=U=S~Tl~N~K~Nl=G~HT~- CARLSBAD CA 92011 PHONE NO. {760) 496-2931 PLAN PREPARED BY: NAME _ __,D~A~N~IE=L~MA~T~H..__ __ _ COMPANY CONSTRUCTION TESTING & ENGINEERING ADDRESS 1441 MONTIEL ROAD. SUITE 115 ESCONDIDO CA 92026 PHONE NO. /760) 746-4955 SIGNATURE BMPNOTES: CERTIFICATION ____ _ 1. THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS OR THESE PLANS. 2. NO CHANGES TO THE PROPOSED BMPS ON THIS SHEET WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. 3. NO SUBSTITUTIONS TO THE MATERIAL OR TYPES OR PLANTING TYPES WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. 4. NO OCCUPANCY WILL BE GRANTED UNTIL THE CITY INSPECTION STAFF HAS INSPECTED THIS PROJECT FOR APPROPRIATE BMP CONSTRUCTION AND INSTALLATION. 5. REFER TO MAINTENANCE AGREEMENT DOCUMENT . 6. SEE PROJECT SWMP FOR ADDITIONALINFORMATION. CONSTRUCTION NOTES: CD ® @ CONSTRUCT BIORETEN.TION BASIN. PER DETAIL 1, SHEET 3 OF DWG. XXX-XX INSTALL PERMEABLE PAVERS PER DETAIL 2, SHEET 3 OF DWG. XXX-XX INSTALL BMP SIGN &: DETAIL PER THIS SHEET PERMANENT WATER QUALITY TREATMENT FACILITY KEEPING OUR WATER WAYS CLEAN MAINTAIN 1'11TH CARE -NO MOOIFlCATIONS 1'11THOUT AGENCY APPROVAL DETAIL WATER QUALITY SIGN EACH BIORETENTION PLACED BASIN NOTE: ALL BIORETENTION AREAS 1'111.l HA VE A SIGN POSTED TO BE VISIBLE AT ALL TIMES. '<-\. T. ' ~ ·, .., .... .... c, No.61013 :,: EXP.12/31/22 AT EXISTING NATIVE SUBGRADE DIMENSION PER PLAN INSTALL 24"X24" STORM DRAIN CATCH BASIN FOR 100-YEAR STORM OVERFLOW 4" WASHED PEA GRAVEL 3• WALL DRAIN LANDSCAPING PER FINAL LANDSCAPE ARCHITECTURAL PLANS COMPACTED SUBGRADE 3• NON-FLOATING MULCH 18" BIO-FlLTRATION SOIL MEDIA INSTALLED PER MANUFACTURES RECOMMENDATIONS (MIN 5 IN/HR INFILTRATION RATE) y" STORAGE LA YER CLASS 2 OR 3/8" WASHED GRAVEL ''~f'~ ' 0 ~ 'u _ 5• PER FORA TED PIPE ,-'f£~~/;J;2 BEDDING COURSE -RETAINING WALL 24"X24" RISER FOR Q100 OVERFLOW 6• ~)j;m 1° OF 1/B" TO 3/f!' INSTALL ORIFlCE PLATE l f_X_ .x_¢ztI...+qbWs:l!~'.f◊a--_~_1. (~O. 8) AGGREGATE DIAMETER PER TABLE HEREON 6" PVC STORM DRAIN FOR 1 DO-YEAR OVERFLOW CONNECT TO EXISTING PUBLIC STORM DRAIN SYSTEM '.)q/~6('.S l~ 6 OF CLASS 2 AGGREGATE ~;;~i'c>t'Z-~t~;/ :c\~,, SOIL SUBGRADE BIOFIL TRA TION BASIN w / PARTIAL RETENTION ,;,,,~>5:$?»½✓;;:;;;J>)y//\Y)>; WITH RETAINING WALL (BMP-3) PERVIOUS CONCRETE SECTION NTS N.T.S. BMP TABLE RISER GRAVEL UNDERGOUND STORMTANK AREA(SF) ORIFlCE HEIGHT DEPTH STORMTA~K ORIFf~) ID# TYPE DIA (IN) •x• (IN) "y" (IN) AREA (SF DIA IN BMP-1 BIOFlL TRA TION (PR-1) 1,451 0.5 12 18 1,850 0.48 BMP-2 BIOFILTRATION (PR-1) 1,660 2.0 12 18 1,338 0.4 BMP-3 BIOFILTRATION (PR-1) 380 0.12 12 30 N/A N/A rax: (760) 746 -9806 WITH RETAINING WALL (BMP-1 &2) :;;t__ _ ___:=:_ ___________________________ _____w:s.._ ________________________________ __.__ _______ _ ATTACHMENT 4A SINGLE SHEET BMP SITE PLAN