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HomeMy WebLinkAboutSDP 2021-0003; RACEWAY INDUSTRIAL; PRELIMINARY STORM WATER QUALITY MANAGEMENT PLAN; 2021-10-01CITY OF CARLSBAD PRELIMINARY PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR RACEWAY INDUSTRIAL SDP 2021-0003 SWQMP No. PENDING ENGINEER OF WORK: --- ~~o ~✓-~ .,-,c~ :~ Lu ct: rl R.C.E. NO. 56 155 i * Exp. 12-31-22 ~ ' ......._ I ~I J'z<' ~-V-~\ CJ~ /4 OF CJ\'-\:~,<' REINHARD STENZEL, RCE 56155 PREPARED FOR: W-H CARLSBAD OWNER IX L.P. 600 WEST BROADWAY SUITE 1150 SAN DIEGO, CA 92101 PHONE: (858) 435-4018 PREPARED BY: THIENES ENGINEERING, INC. 14349 FIRESTONE BOULEVARD LA MIRADA, CA 90638 PHONE: (714) 521-4811 DATE: February 1, 2021 April 23, 2021 July 13, 2021 September 7, 2021 September 24, 2021 September 27, 2021 October 1, 2021 ~("!!Ff ,. - OCT 14 ?n11 er r p_. I TABLE OF CONTENTS Certification Page Project Vicinity Map FORM E-34 Storm Water Standard Questionnaire Site Information FORM E-36 Standard Project Requirement Checklist Summary of PDP Structural BMPs Attachment 1: Backup for PDP Pollutant Control BMPs Attachment 1 a: DMA Exhibit Attachment 1 b: Tabular Summary of DMAs and Design Capture Volume Calculations Attachment 1c: Harvest and Use Feasibility Screening (when applicable) Attachment 1d: Categorization of Infiltration Feasibility Condition (when applicable) Attachment 1 e: Pollutant Control BMP Design Worksheets / Calculations Attachment 2: Backup for PDP Hydromodification Control Measures Attachment 2a: Hydromodification Management Exhibit Attachment 2b: Management of Critical Coarse Sediment Yield Areas Attachment 2c: Geomorphic Assessment of Receiving Channels Attachment 2d: Flow Control Facility Design Attachment 3: Structural BMP Maintenance Thresholds and Actions Attachment 4: Single Sheet BMP (SSBMP) Exhibit ' .. Project Name: Raceway Industrial Project ID: SOP 2021-0003 CERTIFICATION PAGE 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. Q --~ RCE 56155/EXP. 12/31/2022 ~neerofWork's Signature, PE Number & Expiration Date REINHARD STENZEL Print Name THIENES ENGINEERING, INC. Company 10/1/2021 Date PROJECT VICINITY MAP PALOMAR AIRPORT RD VICINITY MAP N.T.S. L01NSI-IEAD AV[ • [Insert City's Storm Water Standard Questionnaire (Form E-34) here] • C cityof Carlsbad STORM WATER STANDARDS QUESTIONNAIRE Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov E-34 To address post-development pollutants that may be generated from development projects, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual, refer to the Engineering Standards (Volume 5). This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'STANDARD PROJECT' requirements 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. ,• ., ,m~ 1;• ·. '· . 0.:- PROJECT NAME: Raceway Industrial PROJECT ID: SOP 2021-0003 ADDRESS: Lionshead Avenue and Melrose Drive, Carlsbad, CA 92010 APN: 221-880-01 , -02, -03 and -04 The project is (check one): 18] New Development D Redevelopment The total proposed disturbed area is: 689,511 ft2 ( 15.829 ) acres The total proposed newly created and/or replaced impervious area is: 548,420 ft2 ( 12.59 ) 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 n/a SWQMP#: n/a 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 03/19 • To determine if your project is a "development project", please answer the following question: Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? YES NO □ 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): 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 : 1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; OR b) Designed and constructed to be hydraulically disconnected from paved streets or roads; OR c) Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets uidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in accordance with the USEPA Green Streets guidance? 3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? YES NO □ □ □ If you answered "yes" to one or more of the above questions, provide discussion/justification below, then go to Step 5, mark the second box stating "my project is EXEMPT from PDP ... " and complete applicant information. Discussion to justify exemption ( e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): E-34 Page 2 of 4 REV 03/19 ' ,<: :,~ _<,-~~',' -. .. -· ~•>~~-~~,' V·'.; :~,~-. .-·.~:~· -.. ~·~:-i::?:;:~.,~t~~t<}t: ;.\: I_, v.., -, loo >'k . ~ll" t~ l 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, IX] □ 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 □ IX] 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 □ !Kl refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside □ ~ development project includes development on any natural slope that is twenty-five percent or qreater. 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 IX] □ a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. 6. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious street, road, highway, freeway or driveway surface collectively over the entire project □ IX] site? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. 7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of □ IX] 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 comminqled 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 □ IX] 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 □ [XI 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 dav. 10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land IX] □ and are expected to generate pollutants post construction? 11 . Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC □ IX] 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 applicant information. E-34 Page 3 of 4 REV 03/19 • TO BE COIIPLETED DEVELOPIIEIIT PRO.EClS Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? Complete the percent impervious calculation below: Existing impervious area (A)= _____________ sq. ft. Total proposed newly created or replaced impervious area (B) = ____________ sq.ft. Percent impervious area created or replaced (B/A)*100 = _____ % □ □ If you answered "yes", the structural BMPs required for PDP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 5, 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 statin "M ro·ect is a PDP .. ." and com lete a licant information. 1X1 My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) for submittal at time of application. 0 My project is a 'STANDARD PROJECT' OR EXEMPT from PDP and must only comply with 'STANDARD PROJECT' stormwater requirements of the BMP Manual. As part of these requirements, I will submit a "Standard Project Requirement Checklist Form E-36" and incorporate low impact development strategies throughout my project. Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply. D My Project is NOT a 'development project' and is not subject to the requirements of the BMP Manual. Applicant Information and Signature Box Applicant Name: Reinhard Stenzel Applicant Signature: +~~ Applicant Title: Director of Engineering Date: 10/1/2021 • Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat Management Plan; and any other equivalent environmentally sensitive areas which have been identified by the City. Th' B ti C't U O I IS ox or ,ry se nrv YES NO City Concurrence: □ □ By: Date: Project ID: E-34 Page 4 of 4 REV 03/19 l SITE INFORMATION CHECKLIST ~.\t':":/1j!t/[1f:~./},j'(~ti.i'.:::~' :. --~-- Project Name Raceway Industrial Project ID SOP 2021-0003 Project Address SEC of Lionshead Avenue and Melrose Drive Carlsbad, CA 92010 Assessor's Parcel Number(s) (APN(s)) 221-880-01, -02, -03 and -04 Project Watershed (Hydrologic Unit) Carlsbad 904 Parcel Area 19.34 Acres (842,450 Square Feet) Existing Impervious Area (subset of Parcel Area) 0.107 Acres (4,660 Square Feet) Area to be disturbed by the project (Project Area) 15.829 Acres ( 689,511 Square Feet) Project Proposed Impervious Area (subset of Project Area) 12.590 Acres (548,420 Square Feet) Project Proposed Pervious Area (subset of Project Area) 3.239 Acres ( 141 091 Square Feet) Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the Project. This may be less than the Parcel Area. - Current Status of the Site (select all that apply): □ Existing development ~ Previously graded but not built out D Agricultural or other non-impervious use D Vacant, undeveloped/natural Description / Additional Information: -. This project is part of a larger common plan of development known as Carlsbad Raceway Industrial Park. It was previously mass-graded and has yet to be developed. Four storm drain risers/inlets, one for each individual lot, are the only structures that exist. Existing Land Cover Includes (select all that apply): D Vegetative Cover ~ Non-Vegetated Pervious Areas D Impervious Areas Description / Additional Information: Southerly and westerly perimeters are natural slopes. The rest was previously mass-graded with the overall development known as Carlsbad Raceway Industrial Park. Underlying Soil belongs to Hydrologic Soil Group (select all that apply): DNRCS Type A DNRCS Type B ~NRCS Type C ®NRCS Type D Approximate Depth to Groundwater (GW): D GW Depth < 5 feet □ 5 feet < GW Depth < 10 feet □ 1 0 feet < GW Depth < 20 feet ~ GW Depth > 20 feet Existing Natural Hydrologic Features (select all that apply): □ Watercourses □Seeps □ Springs □ Wetlands ~None Description / Additional Information: T◄ [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]: Site was previously mass-graded with mild slopes. Drainage patterns are urban with four existing risers/inlets for each of the four lots. The four inlets will then outlet to a RCP located within Lionshead Avenue and discharges into an existing detention basin (used as 100-year detention for the Palomar Forum and Carlsbad Raceway Industrial Park) on the north side of Lionshead Avenue. These four lots did not qualify for grandfathering to use the existing extended detention basin, for both LID and hydromodification purposes, as it was originally designed for. The project would have needed to be issued a grading permit prior to the effective date of the BMP design Manual (effective date 2/16/2016) or commence construction activities no later than 180 days after the BMP Design Manual's effective date to qualify for grandfathering. No offsite run-on is expected. The Palomar Forum, directly south of the project, discharges into their respective storm drain lines within Melrose Drive and Eagle Drive. Runoff from the onsite natural perimeter slopes will be diverted through a separate onsite storm drain system that does not comingle with any onsite impervious areas. 1 -------De111la:pn1811taadDI ....... _......,.. Project Description/ Proposed Land Use and/or Activities: The project proposes one 247,687 SF light industrial warehouse building with loading docks on the south side and surface parking Jots along the westerly, northerly, and easterly property lines. Activities include loading/unloading at the truck docks; however, the activities are occurring indoors and not outdoors. List/describe proposed impervious features of the project (e.g., buildings, roadways , parking lots, courtyards, athletic courts, other impervious features): Building, driveways, parking Jots, walkways, patio seating, and truck yard loading/unloading areas. List/describe proposed pervious features of the project (e.g., landscape areas): Landscape buffers along frontage of site, natural slopes along southerly and westerly property lines, landscape amenity for employees, and two biofiltration basins along the northwesterly corner. Does the project include grading and changes to site topography? ~Yes □No Description / Additional Information: Grading activities will be conducted to prepare building pad, aboveground loading docks, biofiltration basins, walls, and utilities. Site topography will change but ultimately drains the same as in existing conditions towards the RCP within Lionshead Avenue. Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)? E Yes □No Description / Additional Information: Several private storm drains will direct stormwater into the two biofiltration basins. Another separate private storm drain will direct the southerly and westerly natural slopes directly into the underground vault used for hydromodification; without comingling with runoff from onsite impervious areas. Three of the four existing risers/inlets will no longer be utilized in the proposed development. Identify whether any of the following features, activities, and/or pollutant source areas will be present (select all that apply): ~ On-site storm drain inlets □ Interior floor drains and elevator shaft sump pumps □ Interior parking garages ~ Need for future indoor & structural pest control ~ Landscape/Outdoor Pesticide Use □ Pools, spas, ponds, decorative fountains, and other water features □ Food service IX Refuse areas □ Industrial processes □ Outdoor storage of equipment or materials □ Vehicle and Equipment Cleaning D Vehicle/Equipment Repair and Maintenance □ Fuel Dispensing Areas ~ Loading Docks ~ Fire Sprinkler Test Water □ Miscellaneous Drain or Wash Water ~ Plazas, sidewalks, and parking lots -------------fl1Ccmcen1 -----· Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable): The site will discharge stormwater offsite into the existing public storm drain within Lionshead Avenue via one (1) existing lateral. The said public storm drain will then discharge stormwater into the existing 100-year detention and extended detention basins serving the Carlsbad Raceway Industrial Park and Palomar Forum developments. It will then drain northwesterly, via a natural creek, and ultimately discharge into the Agua Hedionda Creek. Runoff will then continue draining westerly into the Agua Hedionda Lagoon. List any 303(d) impaired water bodies within the path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable), identify the pollutant(s)/stressor(s) causing impairment, and identify any TMDLs for the impaired water bodies: 303(d) Impaired Water Body Pollutant(s)/Stressor(s) TMDLs Agua Hedionda Creek (904.31) Benthic Community Effects, Sulfates Bifenthrin, Chlorpyrifos, Cypermethrin, Indicator Bacteria, Malathion, Manganese, Nitrogen, Phosphorus, Selenium, Total Dissolved Solids, Toxicity Agua Hedionda Lagoon Toxicity Turbidity (904.30) ---·--............. :--. -. Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see BMP Design Manual Appendix B.6): Also a Receiving Not Applicable to the Anticipated from the Water Pollutant of Pollutant Project Site Project Site Concern Sediment X Nutrients X X Heavy Metals X X Organic Compounds X Trash & Debris X Oxygen Demanding X X Substances Oil & Grease X Bacteria & Viruses X X Pesticides X X Do hydromodification management requirements apply (see Section 1.6 of the BMP Design Manual)? ~ Yes, hydromodification management flow control structural BMPs required . □ No, the project will discharge runoff directly to existing underground storm drains discharging directly to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. □ No, the project will discharge runoff directly to conveyance channels whose bed and bank are concrete-lined all the way from the point of discharge to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. □ No, the project will discharge runoff directly to an area identified as appropriate for an exemption by the WMAA for the watershed in which the project resides. Description/ Additional Information (to be provided if a 'No' answer has been selected above): :-,........,_ --- } •; .,._ ; , V :~•~ ._ ..,..,,.rr,-~,. --,..,_. . apply Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas exist within the project drainage boundaries? □Yes ~ No, No critical coarse sediment yield areas to be protected based on WMAA maps If yes, have any of the optional analyses presented in 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 □ Critical coarse sediment yield areas exist but additional analysis has determined that protection is not required. Documentation attached in Attachment 8 of the SWQMP. □ Critical coarse sediment yield areas exist and require protection. The project will implement management measures described in Sections 6.2.4 and 6.2.5 as applicable, and the areas are identified on the SWQMP Exhibit. Discussion/ Additional Information: 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. In the predeveloped condition, there are four separate parcels that each have an existing riser/inlet that connects to individual stubs/laterals and discharges into the storm drain system within Lionshead A venue. For ease of discussion, the existing stubs will be labeled stub 1 through stub 4 from west to east (following the lot numbers). In the developed, mitigated, condition, stubs 2 through 4 (located on lots 2 through 4, respectively) will not be utilized. Drainage from the existing southerly and westerly hillside areas will bypass the biofiltration basins and enter the underground vault (used for hydromodification detention) prior to discharging offsite via existing stub at lot 1. There is only one POC and it is located within the underground detention vault used for hydromodification purposes. Runoff from the POC will eventually discharge offsite via stub 1 located on lot 1. Has a geomorphic assessment been performed for the receiving channel(s)? ~ No, the low flow threshold is 0.102 (default low flow threshold) D Yes, the result is the low flow threshold is 0.102 D Yes, the result is the low flow threshold is 0.302 D Yes, the result is the low flow threshold is 0.502 If a geomorphic assessment has been performed, provide title, date, and preparer: Discussion/ Additional Information: (optional) aad 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. Site was previously mass-graded, frontage improvements exist, and private storm drain system exists. Business park has proposed landscape buffer requirements fronting Lionshead Avenue. Natural slopes located at the southerly and westerly property lines. ,f, ' * . ffe .Jllh ~( :.:-1....,. ~::lilt-_'~;;J_~J---af s,,uaa■As This space provided for additional information or continuation of information from previous sections as needed. [Insert City's Standard Project Requirement Checklist Form E-36 (here)] C cicyof Carlsbad Project Name: Raceway Industrial Project ID: SOP 2021 -0003 DWG No. or Building Permit No.: STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Pl jectlllfum lion SUu.:eeo.lnJI 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. -----Appl111? - SC-1 Prevention of Illicit Discharges into the MS4 Iii Yes □ No □ N/A Discussion/justification if SC-1 not implemented: SC-2 Storm Drain Stenciling or Signage fi)Yes □ No □ N/A Discussion/justification if SC-2 not implemented: SC-3 Protect Outdoor Materials Storage Areas from Rainfall, Run-On , Runoff, and Wind □Yes □ No Iii N/A Dispersal Discussion/justification if SC-3 not implemented: No outdoor material storage areas proposed. E-36 Page 1 of 4 Revised 09/16 Somce Conlrol :--. . .. -& -,, SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, Runoff, and □Yes □ No Iii N/A Wind Dispersal Discussion/justification if SC-4 not implemented: No materials stored outdoors. SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal li)Yes □ No □ 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 li)Yes □ No □ N/A D Interior floor drains and elevator shaft sump pumps □Yes □ No Iii N/A □ Interior parking garages □Yes □ No Iii N/A Iii Need for future indoor & structural pest control Iii Yes □ No □ N/A Iii Landscape/Outdoor Pesticide Use li]Yes □ No □ N/A □ Pools, spas, ponds, decorative fountains, and other water features □ Yes □ No Iii N/A □Foodservice □ Yes □ No Iii N/A Iii Refuse areas li)Yes □ No □ N/A □ Industrial processes □Yes □ No Iii N/A □ Outdoor storage of equipment or materials □Yes □ No Iii N/A □ Vehicle and Equipment Cleaning □ Yes □ No Iii N/A □ Vehicle/Equipment Repair and Maintenance □Yes □ No Iii N/A □ Fuel Dispensing Areas □Yes □ No Iii N/A Iii Loading Docks Iii Yes □ No □ N/A Iii Fire Sprinkler Test Water li]Yes □ No □ N/A □ Miscellaneous Drain or Wash Water □ Yes □ No Iii N/A Ii] Plazas, sidewalks, and parking lots li]Yes □ No □ N/A For "Yes" answers, identify the additional BMP per Appendix E.1. Provide justification for "No" answers. SC-2: Identify the storm drain system using stenciling or signage. SD-7: Landscape with native or drought tolerant species to minimize pesticide use. SC-5: Protect trash storage areas from rainfall, run-on, runoff, and wind dispersal. Loading docks are aboveground and drains away from the building as opposed to "truck wells" Fire sprinkler test water shall be drained to the sanitary sewer. Plaza, sidewalks, and parking lots shall be swept as part of standard site maintenance. E-36 Page 2 of 4 Revised 09/16 D 11 lgn 811Pa 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. -----. I Aalpl1n ..,..__ .. - 50-1 Maintain Natural Drainage Pathways and Hydrologic Features I □ Yes I □ No I Iii N/A Discussion/justification if SD-1 not implemented: No existing natural drainage or hydrologic features since the site was already mass-graded. 50-2 Conserve Natural Areas, Soils, and Vegetation I □ Yes I Iii No I □ N/A Discussion/justification if SD-2 not implemented: Nothing to conserve since the site was previously mass graded; however, the natural southerly and westerly slopes will remain undisturbed. 50-3 Minimize Impervious Area I Iii Yes I □ No I □ N/A Discussion/justification if SD-3 not implemented: Sidewalk widths, drive aisle and parking stalls are reduced to City standards. S0-4 Minimize Soil Compaction I □Yes I Iii No I □ N/A Discussion/justification if SD-4 not implemented: The westerly and southerly natural slopes will remain undisturbed and uncompacted. Everything else was previously mass-graded and there were no existing vegetation. Soil compaction will occur where building and paved areas are proposed; however, not at biofiltration and landscape locations. 50-5 Impervious Area Dispersion I □ Yes I Iii No I □ N/A Discussion/justification if SD-5 not implemented: Landscaped areas along impervious surfaces are not large enough for area dispersion. However, all impervious area runoff from the 2-year,24-hour storm event will ultimately drain to the biofiltration basins for impervious area disconnection. E-36 Page 3 of 4 Revised 09/16 Sile:----. . --I .& -,f' SD-6 Runoff Collection I □ Yes I Iii No I □ N/A Discussion/justification if SD-6 not implemented: Permeable pavements are not implemented due to high traffic, traffic loads, and clayey/expansive soil conditions. SD-7 Landscaping with Native or Drought Tolerant Species I Iii Yes I O No I □ N/A Discussion/justification if SD-7 not implemented: SD-8 Harvesting and Using Precipitation I □ Yes I Iii No I □ N/A Discussion/justification if SD-8 not implemented: Harvest and use was demonstrated to be infeasible through the completion of Form 1-7 as provided in Attachment 1 c of this SWQMP. E-36 Page 4 of 4 Revised 09/16 SUMMARY OF PDP STRUCTURAL BMPS PDP Structural BIIPs 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. Step 1: The project is not "self-mitigating" or "de mini mis" or "self-retaining." Step 2: Harvest and use was demonstrated to be infeasible through the completion of Form 1-7 as provided in Attachment 1 c of this SWQMP. Step 3: Infiltration was demonstrated to be infeasible (no infiltration condition) through the completion of Form /-8 as provided in Attachment 1 d. Step 4: The project will construct two biofiltration basins to provide pollutant control and flow control for hydromodification. Runoff from the site will be conveyed to one of two biofiltration basins on the site. Biofiltrations are sized to treat 1. 5 times the DCV. An additional underground detention vault is provided to supplement volume and provide a flow control for hydromodification purposes. A flow control structure, located within the underground detention vault, will be used to control flowrates to pre-development (natural) conditions to manage hydromodification. DMA 1: BF-1 is a volume-based design biofiltration that utilizes an upstream detention system to capture 1.5 times the DCV (23,827 CF). The detention system consisting of oversized solid 60" pipes (1,215 LF I 23,856 CF total) are used to detain stormwater runoff from OMA 1. A sump pump (0.20 CFS flowrate) will be used to slowly pump the detained stormwater into the westerly biofiltration basin (BF-1) and will drawdown within 36 hours. This method will ensure that the DCV will be routed through BF-1 when using a sump pump. The biofiltration media filtration capacity is 0. 71 CFS (6, 127 SF x 5 in/hr) which exceeds the maximum discharge capacity of the upstream detention system. The upstream detention system's discharge capacity is controlled by the sump pump that's designed for 0.20 CFS. OMA 2: All tributary runoff from OMA 2 is routed through BF-2 for treatment. BF-2 provides 11 , 114 SF of biofiltration surface area. DMA 3: All tributary runoff from OMA 3 is routed through a flow-through proprietary biofiltration system (MWS-L-4-4@ 3.4' HGL) that treats up to 0.052 CFS. Hydromodifcation: Treated flows and overflows from the two biofiltration basins will then drain to the supplemental underground detention vault for hydromodification purposes. A flow-control structure is located within the underground detention vault (two (2) 54" risers with 1.25" orifices each). Both biofiltration basins are designed with an overflow/bypass that allows runoff from larger storm events to outlet into the underground detention vault used for hydromodification purposes. With the exception of the landscaped slope adjacent to the streets, all runoff from the site is directed to the hydromodification storage area located underground at the northwesterly portion of the site.\ See "Preliminary Hydromodification Calculations" revised 9/24/2021 and prepared by Thienes Engineering, a separate report, for more information. ,_.. Structural BMP ID No. BF-1 DWG Civil Sheet No. 2 & 9 Type of structural BMP: D Retention by harvest and use (HU-1) D Retention by infiltration basin (INF-1) D Retention by bioretention (INF-2) D Retention by permeable pavement (INF-3) cw __ry .. --...... -.., -...... _ D Partial retention by biofiltration with partial retention (PR-1) DI Biofiltration (BF-1) D 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 D Other (describe in discussion section below) Purpose: o Pollutant control only D Hydromodification control only ~ Combined pollutant control and hydromodification control D Pre-treatment/forebay for another structural BMP D Other (describe in discussion section below) Discussion (as needed): The volume provided by this biofiltration basin is included in the hydromodification calculations. Flows greater than the DCV will overflow from the two biofiltration basins into the HMP underground detention vault. Slructllral Structural BMP ID No. BF-2 DWG Civil Sheet No. 2 & 9 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) Sll••.,-w lllloasnfon - D Partial retention by biofiltration with partial retention (PR-1) ~ Biofiltration (BF-1) D 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 D Other (describe in discussion section below) Purpose: D Pollutant control only □ Hydromodification control only XI Combined pollutant control and hydromodification control □ Pre-treatment/forebay for another structural BMP D Other (describe in discussion section below) Discussion (as needed): The volume provided by this biofiltration basin is included in the hydromodification calculations. Flows greater than the DCV will overflow from the two biofiltration basins into the HMP underground detention vault. -- Structural BMP ID No. DET-1 DWG Civil Sheet No. 2 & 9 Type of structural BMP: D Retention by harvest and use (HU-1) D Retention by infiltration basin (INF-1) D Retention by bioretention (INF-2) □ Retention by permeable pavement (INF-3) SIi ---IY--- □ 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 ~ Hydromodification control only D Combined pollutant control and hydromodification control □ Pre-treatment/forebay for another structural BMP □ Other (describe in discussion section below) Discussion (as needed): ATTACHMENT 1 BACKUP FOR PDP POLLUTANT CONTROL BMPS This is the cover sheet for Attachment 1 . Check which Items are Included behind this cover sheet: Attachment Contents Checklist Sequence Attachment 1a OMA Exhibit (Required) ~ Included See OMA Exhibit Checklist on the back of this Attachment cover sheet. (24"x36" Exhibit typically required) Attachment 1 b Tabular Summary of DMAs Showing ~ Included on OMA Exhibit in Attachment 1 c Attachment 1 d OMA ID matching OMA Exhibit, OMA Attachment 1 a Area, and OMA Type (Required)* □ Included as Attachment 1 b, *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. separate from OMA Exhibit ~ Included □ Not included because the entire project will use infiltration BMPs ~ Included □ Not included because the entire project will use harvest and use BMPs Attachment 1 e Pollutant Control BMP Design ~ Included Worksheets / Calculations (Required ) Refer to Appendices B and E of the BMP Design Manual for structural pollutant control BMP design guidelines ATTACHMENT 1a -DMA EXHIBIT ATTACHMENT 1b-TABULAR SUMMARY OF DMAs (included on DMA exhibit) Use this checklist to ensure the required information has been included on the OMA Exhibit: The OMA Exhibit must identify: ~ Underlying hydrologic soil group ~ Approximate depth to groundwater □ Existing natural hydrologic features (watercourses, seeps, springs, wetlands) □ Critical coarse sediment yield areas to be protected (if present) ~ Existing topography and impervious areas ~ Existing and proposed site drainage network and connections to drainage offsite ~ Proposed grading ~ Proposed impervious features □ Proposed design features and surface treatments used to minimize imperviousness ~ Drainage management area (OMA) boundaries, OMA ID numbers, and OMA areas (square footage or acreage), and OMA type (i.e., drains to BMP, self-retaining, or self-mitigating) ~ Structural BMPs (identify location and type of BMP) Refer to Attachment 1 a "OMA Exhibit" ATTACHMENT 1c-FORM 1-7 HARVEST AND USE SCREENING CHECKLIST Appendix I: Forms and Checklists : Harvest and Use Feasibility Checklist Fonn 1-7 1. Is there a demand for harvested water (check all that apply) at the project site that is reliably present during the wet season? ~ Toilet and urinal flushing # cl Partcilg Spaces (307) X 5.5 galons/person 1K) Landscape irrigation Plant Fedor (Moderate) = 0.3 / Hy(rozorle (Moderate) = 1,470 galslaae/36-hol □ Other: Irrigation demand = 2.7 X ll(0.3 X 1,470~.9] + O] X 0.015 = 20 a.t-ft/36-hcus/acre 2. If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours. Guidance for planning level demand calculations for toilet/ urinal flushing and landscape irrigation is provided in Section B.3.2. [Provide a summary of calculations here] 307 X 5.5 = 1688.5 gals/day= 2,533 gals/36-hours // Toiet Flushing Dena1d = 339 a.t-ft/36-hcus Total~ to Basils = 1.45aaes x.20aJ-ftfJ6-holacre =29.0 cu-ft/36 hours (br,dscape irrigation) 3. Calculate the DCV using worksheet B.2-1. DCV = 26,700 (cubic feet) 25% = 6,675a.i-ft 3a. Is the 36 hour demand greater than or equal to the DCV? D Yes / IXl No c::::> ~ Harvest and use appears to be feasible. Conduct more detailed evaluation and sizing calculations to confirm that DCV can be used at an adequate rate to meet drawdown criteria. 36. Is the 36 hour demand greater than 0.25DCV but less than the full DCV? D Yes / ~ No c:::> i Harvest and use may be feasible. Conduct more detailed evaluation and sizing calculations to determine feasibility. Harvest and use may only be able to be used for a portion of the site, or (optionally) the storage may need to be upsized to meet long term capture targets while draining in longer than 36 hours. Is harvest and use feasible based on further evaluation? D Yes, refer to Appendix E to select and size harvest and use BMPs. IKl No, select alternate BMPs. 1-2 3c. Is the 36 hour demand less than 0.25DCV? ~ Yes i H arvest and use is considered to be infeasible. February 2016 ATTACHMENT 1d-FORM 1-8 CATEGORIZATION OF INFILTRATION FEASIBILITY CONDITION Appendix I: Forms and Checklists Categorization of Infiltration Feasibility Form 1-8 Condition Part 1 -Full Infiltration Feasibility Screening Criteria Would infiltration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated? Criteria Screening Question Is the estimated reliable infiltration rate below proposed facility locations greater than 0.5 inches per hour? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: Reference Langan's "Geotechnical Engineering Report" dated April 16, 2021 . Yes No X Per soils/geotechnical report, two percolation tests were conducted at each potential BMP location. LP-1, LP-2, LB-5, and LB-6 returned rates of 0.09, 0.02, 0.09, and 0.01 in/hr, respectively. These rates are not conducive to infiltration. 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. Provide basis: Not applicable, infiltration rates are not greater than 0.5 in/hr as discussed on criteria 1 above. X Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. 1-3 February 2016 Appendix I: Forms and Checklists I Form 1-8 Page 2 of 4 Criteri a 3 Screening Question Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, storm water pollutants or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Yes Not applicable, infiltration rates are not greater than 0.5 in/hr as discussed on criteria 1 above. No X Summarize 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. Provide basis: Not applicable, infiltration rates are not greater than 0.5 in/hr as discussed on criteria 1 above. X Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. Part 1 Result * If all answers to rows 1 -4 are "Yes" a full infiltration design is potentially feasible. The feasibility screening category is Full Infiltration 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 *To be completed using gathered site information and best professional judgment cons1denng the definiaon of MEP m the MS4 Permit. Additional testing and/ or studies may be required by the City to substantiate findings. 1-4 February 2016 Appendix I: Forms and Checklists ! Form 1-8 Page 3 of 4 Part 2 Partial Infiltration vs. No Infiltration Feasibility Screening Criteria Would infiltration of water in any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated? Criteria 5 Screening Question Do soil and geologic conditions allow for infiltration in any appreciable rate or volume? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D . Provide basis: Reference Langan's "Geotechnical Engineering Report" dated April 16, 2021 . Yes Per soils/geotechnical report, the existing fill at the site exhibited a "medium to very high" expansion potential. Expansive soils can result in .differential movement of structures, including slab heave and cracking , differential movement between foundations, and cracking of pavements and sidewalks. No X 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. Provide basis: Reference Langan's "Geotechnical Engineering Report" dated April 16, 2021. Per soils/geotechnical report, the existing fill at the site exhibited a "medium to very high" expansion potential. Expansive soils can result in differential movement of structures, including slab heave and cracking, differential movement between foundations, and cracking of pavements and sidewalks. X 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. 1-5 February 2016 Appendix I: Forms and Checklists [ Form 1-8 Page 4 of 4 Criteria 7 Screening Question Can Infiltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water pollutants or other factors)? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Reference Langan's "Geotechnical Engineering Report" dated April 16, 2021 . Yes No X Groundwater was not encountered within explored borings to a depth of 26.5 feet and is not located within 10 feet of the proposed biofiltration basins. The risk of stormwater infiltration adversely impacted groundwater is considered negligible. 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 infiluation 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: However, infiltration is already determined to be infeasible based on Form I-B's criteria 5 through 6. 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 infiluation rates. Part 2 Result* If all answers from row 5-8 are yes then partial infiltration design is potentially feasible. The feasibility screening category is Partial Infiltration. NO 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. *To be completed usmg gathered site mformauon and best profess10nal Judgment cons1denng the defiruuon of MEP m the MS4 Permit. Additional testing and/ or studies may be required by the City to substantiate findings. 1-6 February 2016 ATTACHMENT 1e-POLLUTANT CONTROL BMP DESIGN WORKSHEETS/CALCULATIONS DCV CALCULATIONS DMAAREA IMPERVIOUS PERVIOUS AREA AREA-WEIGHTED 85th PERCENTILE, 24-HR DMANAME DCV (AC.) AREA (AC.) (AC.) RUNOFF FACTOR RAINFALL DEPTH (IN) DMAl 8.14 7.48 0.66 0.84 0.64 15,885 DMA2 5.68 4.89 0.79 0.79 0.64 10,425 DMA3 0.23 0.18 0.05 0 73 0.64 390 TOTAL 14.05 12.55 1.50 26,700 ATTACHMENT lb: DMA SUMMARY TABLE (P.O.C. 1) CORRESPONDING PERVIOUS TREATMENT TREATMENT OMA NAME MIT AREA OMA AREA IMPERVIOUS IMPERVIOUS OMA TYPE BMP BMPTYPE DCV FLOWRATE FLOWRATE BMPAREA BMPAREA (HMP) (AC.) (AC.) (AC.) % NAME (CF) REQ'D (CFS) PROVIDED (CFS) REQ'D (SF) PROVIDED (SF) DMAl MIT 4 + MIT 5 8.14 7.48 0.66 92% DRAINS TO BMP BF-1 BIOFIL TRATION 15,885 N/A N/A 5,673 6,127 DMA2 MIT 1 + MIT 2 + MIT 3 5.68 4.89 0.79 86% DRAINS TO BMP BF-2 BIOFILTRATION 10,425 N/A N/A 3,723 11,114 FLOW-THRU PROPRIETARY DMA3 MIT7 0.23 0.18 0.05 78% DRAINS TO BMP MWS-1 BIOFILTRATION SYSTEM 390 0.0483 0.052 N/A N/A (MWS-L-4-4) DMA4 MIT6 4.37 0.00 4.37 0% SELF-MITIGATING N/A N/A N/A N/A N/A N/A N/A DMAS 0.80 0.00 0.80 0% SELF-MITIGATING N/A N/A N/A N/A N/A N/A N/A DMA6 MIT8 0.12 0.04 0.08 33% SELF-MITIGATING N/A N/A N/A N/A N/A N/A N/A TOTAL 19.34 12.59 6.75 26,700 9,396 17,241 San Diego County 85 th Percentile lsopluvials l~==-1 """-,,,. ... _. •• ,.fall' ......... . .....,. ...... ....,,_ .. '"""""' ""--!2-t._.,_.. ........... --- N +~ e =-==··---- ~ == 8-9 The City of San Diego I Storm Water Standards I October 2018 Edition Part 1: BMP Design Manual Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods Figure B.1-1: 15th Percentile 24-hour lsopluvlal Map SD.) I I Appendix B: Storm Water P ollutant Control H ydrologic Calculations and Sizing M ethods Worksheet B.2-1. DCV DMAl Design Capture Volume Worksheet B-2.1 1 85~ percentile 24-hr storm depth from Figure B.1-1 d= 0.64 inches 2 Area tributary to BMP (s) A= 8.14 acres 3 Area weighted runo ff fac tor (estimate using Appendix C= 0.84 unitless B.1.1 and B.2.1) 4 T ree wells volume reduction TCV= 0 cubic-feet 5 Rain barrels volume reduction RCV= 0 cubic-feet Calculate DCV = 6 (3630 x C x d x A) -TCV -RCV DCV= 15,885 cubic-feet Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs DMAl Partial Retention 2 Infiltration rate from Form I-9 if 3 Allowable drawdown time for a 7 Assumed surface area of the biofiltration BMP 8 10 BMP Parameters 11 Surface Pondin 6 inch minimum 12 inch maximum 12 Media Thickness (18 inches minimum], also add mulch layer thickness to this line for sizin calculations 13 Aggregate Storage above underdrain invert (12 inches typical) -use 0 e te is not over the entire bottom surface area 14 15 Media filtration rate to be used for sizing (5 in/hr. with no outlet control; if the filtration is controlled b the outle use the outlet controUed rate 0 36 0 0.40 0 0 0.1 0 15,885 12 18 12 0.2 5 in/hr. hours inches in/in inches s -ft in/in cubic-feet cubic-feet inches inches inches in/in in/hr. (SEE NEXT PAGE FOR OMA 1/BF-1 VOLUME-BASED 8/0FIL TRATION CALCULATIONS) TRACT No. _______ _ subject BF-1 VOLUME-BASED DESIGN j by I date9/24/21 pob no. 3911 I sheet of BF-1 is a volume-based design biofiltration that utilizes an upstream detention system to capture 1.5 times the DCV (23,827 CF). The detention system consisting of oversized solid 60" pipes (1,215 LF / 23,856 CF total) are used to detain stormwater runoff from DMA 1. A sump pump (0.20 CFS flowrate) will be used to slowly pump the detained stormwater into the westerly biofiltration basin (BF-1) and will drawdown within 36 hours. This method will ensure that the DCV will be routed through BF-1 when using a sump pump. The biofiltration media filtration capacity is 0.71 CFS (6 ,127 SF x 5 in/hr) which exceeds the maximum discharge capacity of the upstream detention system. The upstream detention system's discharge capacity is controlled by the sump pump that's designed for 0.20 CFS. BF-1 OVERSIZED 60" PIPE DETENTION CALCULATIONS OPTION 1 = BIOFIL TER 1 .5x DCV 1 .5 x 15,885 = 23,827 CF 1,215 LF OF 60" DIAMETER PIPES (19.635 SF)= 23,856 CF 23,856 CF > 23,827 CF OK BF-1 PUMP CALCULATIONS Engineered media filtration rate = 5 in/hr = 0.000116 ft/sec Engineered media surface area at BF-1 = 6,127 sq-ft BF-1 's maximum capacity is 0.71 cfs which is greater than the pump's 0.20 cfs. 1.5x DCV = 23,827 CF 23,827 CF -=-0.20 CFS = 119,135 SEC-=-3600 SEC/HR = 33.1 HOURS < 36 HOURS The drawdown time is less than 36 hours. 1d.'MQ S:irtu::tnno0 Rlvti • I ::a Mir::atf::a r.4 QO~~R • T~I· (71.d.\ ~?1...4R1 1 • F;1v• (71.d.\ ~?1 • .d.171 I • Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods Worksheet B.2-1. DCV DMA2 Design Capture Volume Worksheet B-2.1 1 85~ percentile 24-hr storm depth from Figure B.1-1 d= 0.64 inches 2 Area tributary to BMP (s) A= 5.68 acres 3 Area weighted runoff faccor (estimate using Appendix B.1.1 and B.2.1) C= 0.79 unitless 4 Tree wells volume reduction TCV= 0 cubic-feet 5 Rain barrels volume reduction RCV= 0 cubic-feet Calculate D CV = 6 (3630 x C x d x A) -TCV -RCV DCV= 10,425 cubic-feet DMA2 Appendix B: Storm Water Pollutant Control H ydrolo gic Calculations and Sizing Methods Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs ~,, ..... -~~-· ~•t- 1 Rem 1g C after implementing re e tion 1 s ,4 cu i -feet Partial Retention 2 Infiltration rate from Form I-9 if partial infiltration is feasible 0 in/hr. 3 Allowable drawdown time for aP"P"regate storage below the underdrain 36 hours 4 Depth of runoff that can be infiltrated !Line 2 x Line 31 0 inches 5 A1>ITTegate pore space 0.40 in/in 6 Required deoth of ITTavel below the underdrain !Line 4/ Line 51 0 inches 7 Assumed surface area of the biofiltration BMP 0 sq-ft 8 Media retained pore storage 0.1 in/in 9 Volume retained bv BMP rlLine 4 + (Line 12 x Line 8)1/121 x Line 7 0 cubic-feet 10 D CV that requires biofiltration !Line 1 -Line 91 10,425 cubic-feet BMP Parameters 11 Surface Ponding f 6 inch minimum, 12 inch maximum] 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 12 inches inches for sizing if the a!YP"re=te is not over the entire bottom surface area 14 Media available pore space 0.2 in/in 15 Media filtration rate to be used for sizing (5 in/hr. with no outlet control; if the filtration is controUed bv the outlet, use the outlet controUed race) 5 in/hr. Baseline Calculations 16 Allowable Routing Time for sizing 6 hours 17 Depth filtered during storm [ Llne 15 x Line 16] 30 inches 18 Depth of Detention Storage 20.4 inches !Line 11 + (Line 12 x Line 14) + (Line 13 x Line 5) l 19 Total Depth Treated [Line 17 + Line 18] 50.4 inches Option 1 -Biofilter 1.5 times the DCV 20 Required biofiltered volume (1.5 x Line 101 15,638 cubic-feet 21 Required Footprint [Line 20/ Line 19] x 12 3,723 sq-ft Option 2 -Store 0.75 ofremainituz DCV in oores and ponding 22 Required Storage (surface+ pores) Volume [0.75 x Line 10] 7,819 cubic-feet 23 Required Footprint [line 22/ Line 18] x 12 4,599 sq-ft Footprint of the BMP 24 Area draining to the BMP 247,421 sq-ft 25 Adjusted Runoff Factor for drainage area (Refer to Aooendix B.1 and B.2) 0.79 26 Minimum BMP Footprint !Line 24 x Line 25 x 0.031 5,864 sq-ft 27 Footprint of the BMP = MaximumfMini.mumrT ine 21 Line 23), Line 26) 5,864 sq-ft Note: Line 7 is used to estimate the amount of volume retained by the BMP. Update assumed surface area in Line 7 until its equivalent to the required biofiltration footprint (either Line 21 or Line 23) Appendix B: Storm Water Pollutant Control H ydrologic Calculations and Sizing Methods Worksheet B.2-1. DCV DMA3 I Design Capture Volume Worksheet B-2.1 I 85~ percenti.le 24-hr storm depth from Figure B.1 -1 d= 0.64 inches 2 Area tributary to BMP (s) A= 0.23 acres 3 Area weighted runoff faccor (estimate using Appendix C= 0.73 unitless B.1 .1 and B.2.1) 4 Tree wells volume reduction TCV= 0 cubic-feet 5 Rain barrels volume reduction RCV= 0 cubic-feet 6 Calculate DCV = DCV= cubic-feet (3630 x C x d x A) -TCV -RCV 390 Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods B.6.3 Sizing Flow-Thn, Treatment Control BMPs: Use for Sizing Proprietary Biofiltration BMP Flow-thru treatment control BMPs shall be sized to filter or treat the maximum flow rate of runoff produced from a rainfall intensity of 0.2 inch of rainfall per hour, for each hour of every storm event. The required flow-thru treatment rate should be adjusted for the portion of the DCV already retained or biofiltered onsite as described in Worksheet B.6- 1. The following hydrologic method shall be used to calculate the flow rate to be filtered or treated: Where: Q = Design flow rate in cubic feet per second C = Runoff factor, area-weighted estimate using Table B.1-1. i = Rainfall intensity of 0.2 in/hr. A = Tributary area (acres) which includes the total area draining to the BMP, including any offsite or onsite areas that comingle with project runoff and drain to the BMP. Refer to Section 3.3.3 for additional guidance. Street projects consult Section 1.4.2. DMA3 DCV DCV 390 cubic-feet 2 DCV retained DCV retained 0 cubic-feet 3 DCV biofiltered DCV b1ofiltercd 0 cubic-feet 4 DCV requiring flow-thru DCV flow-1hru 390 cubic-feet · e 1 -Line 2 -0.67xLine 3 5 Adjustment factor (Line 4 / Line 1)* AF= unitless 6 i= 0.20 in/hr 7 A= 0.23 acres 8 Area-weighted runoff factor (estimate using C= 0.70 unitless A endix B.2 9 Calculate Flow Rate = AF x (C x i x A) Q = 0.0322 cfs 10 1.Sx Flow Rate = AF x C xix A) x 1.5 Q = 0.0483 cfs *Adjustment factor shall be estimated considering only retention and biofiltration BMPs located upstream of flow-thru BMPs. That is, if the flow-thru BMP is upstream of the project's retention and biofi.ltration BMPs then the flow-thru BMP shall be sized using an adjustment factor of l. subject TRACT No. ______ _ I date I job no. I sheet of ~')(. Q..bv. t)f ~'iv~()k~\)\~1<..kJc,~\,\ <".:) ;-~~~c --1b ~ -GO ~ C\ 11 ~ ()\<-\ r. t <..t ?l ~"'tf. ()~ t l'-t E.~0~\I ~"'-'. : (~ :-. .<o(~\<-t~)~ Co<\~ l X\) \\~ = -"tr (.\l),.__ :.. 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(t = \\~_1\3 1-1~ ~(~(L~, Vo\\j~~ I~ ~~ .. ~~, ,..i :.. ( Cct'Ll ~ 4-. 1'1~3 <Ii ){z. x \/{.,~ : ~b~S f'T3 (.. \\S1 1l1 fl') BF-1 OVERSIZED 60" PIPE DETENTION CALCULATIONS OPTION 1 = BIOFIL TER 1.5x DCV 1.5 x 15,885 = 23,827 CF 1,215 LF OF 60" DIAMETER PIPES (19.635 SF) = 23,856 CF 23,856 CF > 23,827 CF OK BF-1 PUMP CALCULATIONS Engineered media filtration rate = 5 in/hr = 0.000116 fVsec Engineered media surface area at BF-1 = 6, 127 sq-ft BF-1 's maximum capacity is 0.71 cfs which is greater than the pump's 0.20 cfs. 1.5x DCV = 23,827 CF 23,827 CF + 0.20 CFS = 119,135 SEC + 3600 SEC/HR = 33.1 HOURS < 36 HOURS The drawdown time is less than 36 hours. 1.4~AQ l=iractnna Rlvrl • I =:a Mir:ui::11 r.4 QO~~R • TPI· 1714\ ~?1...4811 • F=-v· 1714\ ~?1-d.17~ 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 Exhibit Kl Included (Required) Kl See Hydromodification Management Exhibit Checklist on the back of this Kl Attachment cover sheet. Attachment 2b Management of Critical Coarse 00 Exhibit showing project drainage Sediment Yield Areas (WMM Exhibit is boundaries marked on WMM required, additional analyses are Critical Coarse Sediment Yield optional) Area Map (Required) See Section 6.2 of the BMP Design Optional analyses for Critical Coarse Manual. Sediment Yield Area Determination □ 6.2.1 Verification of Geomorphic Landscape Units Onsite □ 6.2.2 Downstream Systems Sensitivity to Coarse Sediment □ 6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite Attachment 2c Geomorphic Assessment of Receiving Kl Not performed Channels (Optional) □ Included See Section 6.3.4 of the BMP Design Manual. Attachment 2d Flow Control Facility Design and 00 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: ~ Underlying hydrologic soil group ~ Approximate depth to groundwater ~ Existing natural hydrologic features (watercourses, seeps, springs, wetlands) □ Critical coarse sediment yield areas to be protected (if present) ~ Existing topography ~ Existing and proposed site drainage network and connections to drainage offsite ~ Proposed grading ~ Proposed impervious features ~ Proposed design features and surface treatments used to minimize imperviousness ~ Point(s) of Compliance (POC) for Hydromodification Management ~ Existing and proposed drainage boundary and drainage area to each POC (when necessary, create separate exhibits for pre-development and post-project conditions) ~ Structural BMPs for hydromodification management (identify location, type of BMP, and size/detail) See Attachment 1 a for DMA exhibit and post construction drainage exhibit Munlclpol 8oundories Potenttal Crlttcol Coone Sediment Yield Areos Potential Critical Coarse Sediment Yield Areas feaional San Dieao Countv. Watersheds NAME Santo Morgortto River 2 San Luis Rey River 3 Buena Vt.do Creek 4 Agua Hedlondo Creek 5 Son Marcos Creek 6 Encinitas Creek 7 Cottonwood Creek (Carlsbad WMA) 8 Escondido Creek 9 Son Dlegutlo Creek -Reach 1 10 San Dtegullo Creek -Reach 2 11 Lusardi Creek 12 Los Penasqullos / Poway Creek 13 Rafflesnaka Creek 14 Carroll Conyon Creek 15 Rose Creek 16 Son Diego River 17 Sycamore Creek 18 Woodglen Vlslo Creek 19 Son Vicente Creek 20 forester Qeek 21 Chotlas Creek 22 Sweetwoter River -Reoch 1 23 Sweetwcrter River -Reach 2 24 Olay River 25 Jamul / Dulzura Creek 26 Tijuana River (Tijuono WMA) 10 Exhibit Dote· Sant 8 201.4 Geo~~~_:~I> UIUJM I~ " l a -c- DISCUSSION The project site encompasses approximately 19.34 acres. Proposed improvements include one warehouse type building with approximately 249,000 square feet. There is a truck loading/unloading area located on the southerly side of the building. Vehicle parking is proposed on the westerly, northerly and easterly sides of the proposed building. There are existing sideslopes at the southerly and westerly portions of the site that will remain. There are two biofiltration areas at the northwesterly portion of the site and landscaping adjacent to Lionshead A venue and Eagle Drive. Master Plan Hydrology The project site is part of the Agua Hedionda Creek Watershed, Basin "B", per the City of Carlsbad Master Plan of Drainage. The site is within Plate C-4 of the Master Plan of Drainage Facilities map. However, this map does not show the existing storm drain facilities within the site and Lionshead Avenue. See Appendix "A" for Master Plan of Drainage reference material. Existing Hydrology The project site is part of an existing larger commercial development known as the Carlsbad Raceway. The project site was previously studied by O'Day Consultants in a report titled "Hydrology and Hydraulic Study for Carlsbad Raceway", dated June 20, 2003. This study analyzed the project site as four separate lots assuming Industrial development for a 100-year storm event. The peak flow rates from this study are the same peak flow rates found on the existing storm drain plans for Lionshead Avenue. See Appendix "A" for reference O'Day hydrology calculations and drainage map relative to the project site. Existing Storm Drains There is an existing storm drain system in Lionshead Avenue (Carlsbad Raceway, Lionshead A venue, prepared by O 'Day Consultants). The storm drain conveys runoff from the project site and areas tributary to the street from east to west, and daylights out to a natural drainage course on the northerly side of Lionsbead Avenue. The storm drain varies in size from 42" to 54" and indicates l 00-year peak flow rates. The plans also indicate a lateral for each of the four lots that comprise the area of the project site. See Appendix "A" for reference existing storm drain plans. Predeveloped Condition The project site is currently graded dirt lots with natural grasses and vegetation. Each lot is graded to a C.M.P. riser located near Lionshead Avenue. The lots feature desilting areas around each riser and erosion control devices. Each riser conveys runoff to the previously mentioned storm drain laterals. Grading plans for each lot were also prepared by O'Day Consultants. There is an existing commercial development to the south of the project site. Grading plans prepared by O'Day Consultants show onsite storm drain systems that convey runoff from this development around the project site. Thus, there is no offsite runoff currently tributary to the project site. For the hydromodification analysis of the predeveloped condition, the project site has two land use types, Natural Vegetation -Flat and Urban -Steep. The Natural Vegetation -Flat land use is associated with the graded dirt lots and the Urban -Steep land use is associated with the irrigated slopes on the perimeter of the project site. The project site contains hydrologic soil types C and D. The lots are numbered 1 to 4 from west to east and hydrologic parameters for the hydromodification analysis are summarized below: Ly o og1c Hdrl. P arameters-re eve ope on 1tlon P D 1 d C d .. Acreage Lot 1 Lot 2 Lot 3 Lot4 Total C,NatVeg,Flat 2.23 3.00 2.31 3.75 11.29 D,NatVeg,Flat 1.93 0.96 0.10 0.00 2.99 C, Urban,Steep 0.28 0.22 0.56 0.77 1.83 D,Urban,Steep 1.93 1.30 0.00 0.00 3.23 Total 6.37 5.48 2.97 4.52 19.34 Mitigated Condition The mitigated condition development consists of one commercial/warehouse type building that will span the original four lots. Drainage boundaries interior to the project site will be altered in the mitigated condition due the site layout. The site layout will also alter the drainage areas to the existing points of connection to the storm drain in Lionshead A venue. Only the western point of connection will be utilized, the three existing easterly connections will not. For the hydromodification analysis of the mitigated condition, the project site has four land use types, Urban -Flat, Urban -Steep, Impervious -Flat, and Impervious -Steep. The project site contains hydrologic soil types C and D. The site is divided into eight subareas for the mitigated condition. The drainage characteristics of each subarea are summarized below: Mit 1 Runoff from the northerly portion of the building, in addition to the north and east parking areas, will be collected in curb and gutter to a proposed catch basin that is connected to the easterly biofiltration area. Mit 2 Runoff from the northwesterly portion of the building and the adjacent parking areas will drain to a proposed catch basin that is connected to the easterly biofiltration area. Mit 3 Runoff that is directly tributary to the easterly biofiltration area. Discharge from the biofiltration area underdrain will enter the underground storage vault. Mit4 Runoff from the southerly portion of the building and the truck yard area will be intercepted by catch basins located in the truck yard area. A proposed onsite storm drain will convey this flow around the westerly side of the building towards the westerly biofiltration area. This storm drain has been oversized to store the water quality volume requirement that will be pumped to the westerly biofiltration area using a 0.20 cfs pump. When the water quality volume requirement is exceeded, storm flows discharge through a proposed storm drain set above the water quality volume requirement to the underground storage vault. Mit 5 Runoff that is directly tributary to the westerly biofiltration area. Discharge from the biofiltration area underdrain will enter the underground storage vault. Mit 6 Runoff from the existing vegetated sideslopes at the southerly and westerly portions of the project site. All runoff from the sideslopes will be intercepted in a storm drain system, conveyed through the project site, and enter the underground storage vault. The underground storage vault has two 54" diameter riser outlet structures that discharge to the existing lateral for Lot 4 in Lionshead Avenue near Sta. 13+92.20. Mit 7 Runoff generated from the driveway to Lionshead A venue will flow to a catch basin that ultimately connects to the existing lateral for Lot 4 in Lionshead Avenue near Sta. 13+92.20. The location and elevation of the catch basin makes it infeasible to direct storm flows to the underground storage chamber. Mit 8 Runoff from areas adjacent to both Lionshead Avenue and Eagle Avenue that is tributary to both roads. Hydrologic parameters for the hydromodification analysis are summarized below: H dr 1 . P ly1 o og1c arameters-1t1gate dC d .. on 1t1on Acreage Mit 1 Mit2 Mit 3 Mit4 Mit5 Mit 6 Mit 7 Mit 8 Total C,Urban,Flat 0.15 0.04 0.38 0.06 0.29 0.06 0.01 0.37 1.36 C,Urban,Steep 0.00 0.00 0.01 0.12 0.07 1.05 0.00 0.50 1.75 D,Urban,Flat 0.00 0.00 0.00 0.09 0.00 0.03 0.00 0.00 0.12 D,Urban,Steep 0.00 0.00 0.00 0.00 0.00 3.23 0.00 0.00 3.23 Impervious,Flat 4.13 0.91 0.01 7.48 0.03 0.00 0.21 0.03 12.80 Impervious,Steep 0.00 0.00 0.05 0.00 0.00 0.00 0.01 0.02 0.08 Total 4.28 0.95 0.45 7.75 0.39 4.37 0.23 0.92 19.34 Hydromodification The distance from the project site to both the Encinitas and Oceanside rainfall stations is similar. The elevations of the project site range from approximately 365 to 435. The Encinitas rainfall station is at elevation 242. The Oceanside rainfall station is at elevation 30. Therefore, it appears that the Encinitas rainfall station is more appropriate to use for the hydromodification analysis. Based on the Web Soil Survey from the Natural Resources Conservation Service (NRCS), the project site contains hydrologic soil types C and D. See Appendix "B" for the soil map and descriptions. In the predeveloped condition, there are four separate lots that each have an existing riser that connects to individual stubs that collect into the storm drain system in Lionshead A venue. Drainage from all four of the lots collects into the existing storm drain at the split structure located at Sta. 13+91.16 on the storm drain plans for Carlsbad Raceway-Lionshead Avenue. In the mitigated condition, drainage from the project is directed to the same location through the existing storm drain lateral associated with Lot 1 as well as through the existing inlets in Lionshead Avenue (for untreated flows from driveways and landscape areas adjacent to public roadways). As such, this location is used as the point of compliance for the hydromodification analysis. A description of the mitigated condition hydromodification model is as follows: Subareas Mitl, Mit 2, and Mit 3 drain to Biofilter East that in turn drains to the Underground Storage Vault. Flows from Subarea Mit 4 are detained in an oversized storm drain system. The detained flows are pumped to Biofilter West that in turn drains to the Underground Storage Vault. If the water quality storage requirement is exceeded, the excess flows drain directly to the Underground Storage Vault. Flows from Subarea Mit 5 drain to Biofilter West that in turn drains to the Underground Storage Vault. Flows from Subarea Mit 6 drain directly to the Underground Storage Vault. The Underground Storage Vault drains through two risers to the existing storm drain lateral associated with Lot 1 and the point of compliance. Subareas Mit 7 and Mit 8 are unmitigated and drain into existing inlets in Lionshead A venue and the point of compliance. The risers in both biofiltration systems and the underground storage vault have been sized to pass the 100-year design flow rates. The results of the hydromodification analysis indicates that the proposed system exceeds the performance standard for discharge rates and flow duration. In fact, the mitigated condition discharge rates and flow durations do not exceed the predeveloped condition rates and durations at all (standard allows exceedance by up to 10 percent). See Appendix "C" for hydromodification analysis and Appendix D for hydromodification maps. Methodology The hydromodification analysis was completed using the SDHM 3.1 software by Clear Creek Solutions. 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: HydroMod 9/24/2021 ENCINITA 10/01/1963 09/30/2004 Hourly 1.000 2021/04/06 POC Thresholds Low Flow Threshold for POC1: High Flow Threshold for POC1: HydroMod 1 O Percent of the 2 Year 10 Year 9/24/2021 12:00:11 PM Page 2 Landuse Basin Data Predeveloped Land Use Lot 1 Bypass: No GroundWater: No Pervious Land Use acre C,NatVeg,Flat 2.23 D,NatVeg,Flat 1.93 C, Urban ,Steep 0.28 D,Urban,Steep 1.93 Pervious Total 6.37 Impervious Land Use acre Impervious Total 0 Basin Total 6.37 Element Flows To: Surface lnterflow HydroMod Groundwater 9/24/2021 12:00:11 PM Page 3 Lot 2 Bypass: No GroundWater: No Pervious Land Use acre C,NatVeg,Flat 3 D,NatVeg,Flat 0.96 C, Urban,Steep 0.22 D, Urban, Steep 1.3 Pervious Total 5.48 Impervious Land Use acre Impervious Total 0 Basin Total 5.48 Element Flows To: Surface lnterflow Groundwater HydroMod 9/24/20211200:11 PM Page 4 Lot 3 Bypass: No Groundwater: No Pervious Land Use acre C,NatVeg,Flat 2.31 D,NatVeg,Flat 0.1 C, Urban ,Steep 0.56 Pervious Total 2.97 Impervious Land Use acre Impervious Total 0 Basin Total 2.97 Element Flows To: Surface lnterflow Groundwater HydroMod 9/24/2021 12:00:11 PM Page 5 Lot 4 Bypass: No Groundwater: No Pervious Land Use acre C,NatVeg,Flat 3.75 C, Urban ,Steep 0.77 Pervious Total 4.52 Impervious Land Use acre Impervious Total 0 Basin Total 4.52 Element Flows To: Surface lnterflow Groundwater HydroMod 9/24i2021 12:00:11 PM Page 6 Mitigated Land Use Mit 1 Bypass: No Groundwater: No Pervious Land Use acre C, Urban, Flat 0.15 Pervious Total 0.15 Impervious Land Use acre IMPERVIOUS-FLAT 4.13 Impervious Total 4.13 Basin Total 4.28 Element Flows To: Surface lnterflow Groundwater Surface filter East Surface filter East HydroMod 9/24/2021 12:00:11 PM Page 7 Mit 2 Bypass: No GroundWater: No Pervious Land Use acre C, Urban, Flat 0.04 Pervious Total 0.04 Impervious Land Use acre IMPERVIOUS-FLAT 0.91 Impervious Total 0.91 Basin Total 0.95 Element Flows To: Surface lnterflow Groundwater Surface filter East Surface filter East HydroMod 9/24/2021 12:00:11 PM Page 8 Mit 3 Bypass: No Groundwater: No Pervious Land Use acre C, Urban, Flat 0.38 C,Urban,Steep 0.01 Pervious Total 0.39 Impervious Land Use acre IMPERVIOUS-FLAT 0.01 IMPERVIOUS-STEEP 0.05 Impervious Total 0.06 Basin Total 0.45 Element Flows To: Surface lnterflow Groundwater Surface filter East Surface filter East HydroMod 9/24/2021 12:00:11 PM Page 9 Mit 4 Bypass: No GroundWater: No Pervious Land Use acre C,Urban,Flat 0.06 C, Urban ,Steep 0.12 D,Urban,Flat 0.09 Pervious Total 0.27 Impervious Land Use acre IMPERVIOUS-FLAT 7.48 Impervious Total 7.48 Basin Total 7.75 Element Flows To: Surface lnterflow Groundwater SSD Pump SSD Pump HydroMod 9/24/2021 12:00:11 PM Page 10 Mit 5 Bypass: No Groundwater: No Pervious Land Use acre C,Urban,Flat 0.29 C,Urban,Steep 0.07 Pervious Total 0.36 Impervious Land Use acre IMPERVIOUS-FLAT 0.03 Impervious Total 0.03 Basin Total 0.39 Element Flows To: Surface lnterflow Groundwater Surface filter West Surface filter West HydroMod 9/24/2021 12:00:11 PM Page 11 Mit 6 Bypass: No Groundwater: No Pervious Land Use acre C,Urban,Flat 0.06 C,Urban,Steep 1.05 D,Urban,Flat 0.03 D,Urban,Steep 3.23 Pervious Total 4.37 Impervious Land Use acre Impervious Total 0 Basin Total 4.37 Element Flows To: Surface lnterflow Groundwater SSD Vault SSD Vault HydroMod 9/24i2021 12:00:11 PM Page 12 Mit 7 Bypass: Yes GroundWater: No Pervious Land Use acre C,Urban,Flat 0.01 Pervious Total 0.01 Impervious Land Use acre IMPERVIOUS-FLAT 0.21 IMPERVIOUS-STEEP 0.01 Impervious Total 0.22 Basin Total 0.23 Element Flows To: Surface lnterflow Groundwater HydroMod 9/24/2021 12:00:11 PM Page 13 Mit 8 Bypass: Yes Groundwater: No Pervious Land Use acre D,Urban,Flat 0.37 D,Urban,Steep 0.5 Pervious Total 0.87 Impervious Land Use acre IMPERVIOUS-FLAT 0.03 IMPERVIOUS-STEEP 0.02 Impervious Total 0.05 Basin Total 0.92 Element Flows To: Surface lnterflow Groundwater HydroMod 9/24/2021 12:00:11 PM Page 14 Routing Elements Predeveloped Routing HydroMod 9/24/2021 12:00:11 PM Page 15 Mitigated Routing Biofilter West Bottom Length: Bottom Width: Material thickness of first layer: Material type for first layer: Material thickness of second layer: 66.00 ft. 66.00 ft. 0.25 Mulch 1.5 Material type for second layer: Material thickness of third layer: Material type for third layer: Underdrain used Underdrain Diameter (feet): Orifice Diameter (in.): Offset (in.): ESM 1.25 GRAVEL 0.5 6 Flow Through Underdrain (ac-ft.): 3 180.372 180.372 100 Total Outflow (ac-ft.): Percent Through Underdrain: Discharge Structure Riser Height: 1 ft. Riser Diameter: 24 in. Element Flows To: Outlet 1 Outlet 2 SSD Vault 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 0.9890 1.0385 1.0879 1.1374 1.1868 1.2363 1.2857 1.3352 1.3846 HydroMod Area(ac.) 0.1397 0.1392 0.1385 0.1378 0.1371 0.1364 0.1357 0.1350 0.1343 0.1336 0.1329 0.1322 0.1315 0.1308 0.1302 0.1295 0.1288 0.1281 0.1274 0.1268 0.1261 0.1254 0.1247 0.1241 0.1234 0.1227 0.1221 0.1214 0.1208 Volume(ac-ft.) Discharge(cfs) lnfilt(cfs) 0.0000 0.0000 0.0000 0.0015 0.0000 0.0000 0.0030 0.0000 0.0000 0.0045 0.0000 0.0000 0.0060 0.0000 0.0000 0.0075 0.0000 0.0000 0.0091 0.0000 0.0000 0.0106 0.0000 0.0000 0.0122 0.0000 0.0000 0.0137 0.0000 0.0000 0.0153 0.0000 0.0000 0.0169 0.0000 0.0000 0.0185 0.0000 0.0000 0.0200 0.0000 0.0000 0.0217 0.0000 0.0000 0.0233 0.0000 0.0000 0.0249 0.0000 0.0000 0.0265 0.0000 0.0000 0.0282 0.0000 0.0000 0.0298 0.0000 0.0000 0.0315 0.0000 0.0000 0.0332 0.0000 0.0000 0.0348 0.0000 0.0000 0.0365 0.0000 0.0000 0.0382 0.0000 0.0000 0.0399 0.0000 0.0000 0.0417 0.0000 0.0000 0.0434 0.0465 0.0000 0.0451 0.0698 0.0000 9/24/2021 12:00:11 PM Page 16 1.4341 0.1201 0.0469 0.1733 0.0000 1.4835 0.1194 0.0486 0.1742 0.0000 1.5330 0.1188 0.0504 0.1775 0.0000 1.5824 0.1181 0.0522 0.1791 0.0000 1.6319 0.1175 0.0540 0.2320 0.0000 1.6813 0.1168 0.0558 0.2350 0.0000 1.7308 0.1162 0.0576 0.2365 0.0000 1.7802 0.1155 0.0601 0.2602 0.0000 1.8297 0.1149 0.0626 0.2720 0.0000 1.8791 0.1143 0.0651 0.2977 0.0000 1.9286 0.1136 0.0677 0.3105 0.0000 1.9780 0.1130 0.0703 0.3344 0.0000 2.0275 0.1123 0.0728 0.3464 0.0000 2.0769 0.1117 0.0754 0.3684 0.0000 2.1264 0.1111 0.0780 0.3793 0.0000 2.1758 0.1104 0.0807 0.3996 0.0000 2.2253 0.1098 0.0833 0.4128 0.0000 2.2747 0.1092 0.0859 0.4459 0.0000 2.3242 0.1086 0.0886 0.4861 0.0000 2.3736 0.1079 0.0913 0.5280 0.0000 2.4231 0.1073 0.0940 0.5692 0.0000 2.4725 0.1067 0.0967 0.6087 0.0000 2.5220 0.1061 0.0994 0.6464 0.0000 2.5714 0.1055 0.1021 0.6822 0.0000 2.6209 0.1049 0.1049 0.7164 0.0000 2.6703 0.1042 0.1077 0.7491 0.0000 2.7198 0.1036 0.1104 0.7804 0.0000 2.7692 0.1030 0.1132 0.8106 0.0000 2.8187 0.1024 0.1160 0.8397 0.0000 2.8681 0.1018 0.1189 0.8679 0.0000 2.9176 0.1012 0.1217 0.8953 0.0000 2.9670 0.1006 0.1245 0.9243 0.0000 3.0000 0.1000 0.1264 0.9243 0.0000 Biofilter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)lnfilt(cfs) 3.0000 0.1397 0.1264 0.0000 0.5042 0.0000 3.0495 0.1404 0.1334 0.0000 0.5042 0.0000 3.0989 0.1411 0.1403 0.0000 0.6214 0.0000 3.1484 0.1418 0.1473 0.0000 0.6381 0.0000 3.1978 0.1425 0.1544 0.0000 0.6547 0.0000 3.2473 0.1432 0.1614 0.0000 0.6713 0.0000 3.2967 0.1440 0.1685 0.0000 0.6879 0.0000 3.3462 0.1447 0.1757 0.0000 0.7045 0.0000 3.3956 0.1454 0.1828 0.0000 0.7212 0.0000 3.4451 0.1461 0.1900 0.0000 0.7378 0.0000 3.4945 0.1468 0.1973 0.0000 0.7544 0.0000 3.5440 0.1476 0.2046 0.0000 0.7710 0.0000 3.5934 0.1483 0.2119 0.0000 0.7876 0.0000 3.6429 0.1490 0.2192 0.0000 0.8043 0.0000 3.6923 0.1498 0.2266 0.0000 0.8209 0.0000 3.7418 0.1505 0.2340 0.0000 0.8375 0.0000 3.7912 0.1512 0.2415 0.0000 0.8541 0.0000 3.8407 0.1520 0.2490 0.0000 0.8708 0.0000 3.8901 0.1527 0.2565 0.0000 0.8874 0.0000 3.9396 0.1535 0.2641 0.0000 0.9040 0.0000 3.9890 0.1542 0.2717 0.0000 0.9206 0.0000 4.0385 0.1549 0.2793 0.1601 0.9243 0.0000 HydroMod 9/24/2021 12:00:11 PM Page 17 4.0879 0.1557 0.2870 0.5526 0.9243 0.0000 4.1374 0.1564 0.2947 1.0778 0.9243 0.0000 4.1868 0.1572 0.3025 1.7049 0.9243 0.0000 4.2363 0.1579 0.3103 2.4139 0.9243 0.0000 4.2857 0.1587 0.3181 3.1878 0.9243 0.0000 4.3352 0.1595 0.3260 4.0103 0.9243 0.0000 4.3846 0.1602 0.3339 4.8649 0.9243 0.0000 4.4341 0.1610 0.3418 5.7344 0.9243 0.0000 4.4835 0.1617 0.3498 6.6018 0.9243 0.0000 4.5000 0.1620 0.3525 7.4500 0.9243 0.0000 HydroMod 9/24/2021 12:00:11 PM Page 18 • Surface filter West Element Flows To: Outlet 1 Outlet 2 SSD Vault Biofilter West HydroMod 9/24/2021 12 00:11 PM Page 19 Flow Split Pump/ Underground Storage Bottom Length: 0.00 ft. Bottom Length: 0.00 ft. Depth: 10 ft. Side slope 1: 0 To 1 Side slope 2: 0 To 1 Side slope 3: 0 To 1 Side slope 4: 0 To 1 Threshold Splitter Hydraulic Table Stage(feet) 0.000 0.111 0.222 0.333 0.444 0.555 0.666 0.777 0.888 1.000 1.111 1.222 1.333 1.444 1.555 1.666 1.777 1.888 2.000 2.111 2.222 2.333 2.444 2.555 2.666 2.777 2.888 3.000 3.111 3.222 3.333 3.444 3.555 3.666 3.777 3.888 4.000 4.111 4.222 4.333 4.444 4.555 4.666 4.777 4.888 5.000 5.111 HydroMod Area(ac.) 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 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 Volume(ac-ft.) Primary(cfs) 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 0.000000 0.200 9/24/2021 12:00:11 PM Secondary( cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 Page 20 5.222 0.000000 0.000000 0.200 1000 5.333 0.000000 0.000000 0.200 1000 5.444 0.000000 0.000000 0.200 1000 5.555 0.000000 0.000000 0.200 1000 5.666 0.000000 0.000000 0.200 1000 5.777 0.000000 0.000000 0.200 1000 5.888 0.000000 0.000000 0.200 1000 6.000 0.000000 0.000000 0.200 1000 6.111 0.000000 0.000000 0.200 1000 6.222 0.000000 0.000000 0.200 1000 6.333 0.000000 0.000000 0.200 1000 6.444 0.000000 0.000000 0.200 1000 6.555 0.000000 0.000000 0.200 1000 6.666 0.000000 0.000000 0.200 1000 6.777 0.000000 0.000000 0.200 1000 6.888 0.000000 0.000000 0.200 1000 7.000 0.000000 0.000000 0.200 1000 7.111 0.000000 0.000000 0.200 1000 7.222 0.000000 0.000000 0.200 1000 7.333 0.000000 0.000000 0.200 1000 7.444 0.000000 0.000000 0.200 1000 7.555 0.000000 0.000000 0.200 1000 7.666 0.000000 0.000000 0.200 1000 7.777 0.000000 0.000000 0.200 1000 7.888 0.000000 0.000000 0.200 1000 8.000 0.000000 0.000000 0.200 1000 8.111 0.000000 0.000000 0.200 1000 8.222 0.000000 0.000000 0.200 1000 8.333 0.000000 0.000000 0.200 1000 8.444 0.000000 0.000000 0.200 1000 8.555 0.000000 0.000000 0.200 1000 8.666 0.000000 0.000000 0.200 1000 8.777 0.000000 0.000000 0.200 1000 8.888 0.000000 0.000000 0.200 1000 9.000 0.000000 0.000000 0.200 1000 9.111 0.000000 0.000000 0.200 1000 9.222 0.000000 0.000000 0.200 1000 9.333 0.000000 0.000000 0.200 1000 9.444 0.000000 0.000000 0.200 1000 9.555 0.000000 0.000000 0.200 1000 9.666 0.000000 0.000000 0.200 1000 9.777 0.000000 0.000000 0.200 1000 9.888 0.000000 0.000000 0.200 1000 10.00 0.000000 0.000000 0.200 1000 10.11 0.000000 0.000000 0.200 1000 Discharge Structure Riser Height: 10 ft. Riser Diameter: 24 in. Orifice 1 Diameter: 1.8 in. Elevation :0 ft. Element Flows To: Outlet 1 Outlet 2 Surface filter West SSD Vault HydroMod 9/24/2021 12:00:11 PM Page 21 Biofilter East Bottom Length: Bottom Width: Material thickness of first layer: Material type for first layer: Material thickness of second layer: 95.00 ft. 95.00 ft. 0.25 Mulch 1.5 Material type for second layer: Material thickness of third layer: Material type for third layer: Underdrain used Underdrain Diameter (feet): Orifice Diameter (in.): Offset (in.): ESM 1.25 GRAVEL 0.5 6 Flow Through Underdrain (ac-ft.): 3 130.356 130.51 99.88 Total Outflow (ac-ft.): Percent Through Underdrain: Discharge Structure Riser Height: 1 ft. Riser Diameter: 72 in. Element Flows To: Outlet 1 Outlet 2 SSD Vault 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 0.9890 1.0385 1.0879 1.1374 1.1868 1.2363 1.2857 1.3352 1.3846 1.4341 1.4835 HydroMod Area(ac.) 0.2541 0.2535 0.2527 0.2519 0.2511 0.2503 0.2495 0.2487 0.2479 0.2471 0.2463 0.2455 0.2447 0.2439 0.2431 0.2423 0.2415 0.2407 0.2399 0.2391 0.2383 0.2376 0.2368 0.2360 0.2352 0.2344 0.2336 0.2329 0.2321 0.2313 0.2305 Volume(ac-ft.) Discharge(cfs) lnfilt(cfs) 0.0000 0.0000 0.0000 0.0031 0.0000 0.0000 0.0062 0.0000 0.0000 0.0093 0.0000 0.0000 0.0124 0.0000 0.0000 0.0155 0.0000 0.0000 0.0186 0.0000 0.0000 0.0218 0.0000 0.0000 0.0249 0.0000 0.0000 0.0281 0.0000 0.0000 0.0313 0.0000 0.0000 0.0345 0.0000 0.0000 0.0377 0.0000 0.0000 0.0409 0.0000 0.0000 0.0441 0.0000 0.0000 0.0473 0.0000 0.0000 0.0506 0.0000 0.0000 0.0538 0.0000 0.0000 0.0571 0.0000 0.0000 0.0604 0.0000 0.0000 0.0637 0.0000 0.0000 0.0670 0.0000 0.0000 0.0703 0.0000 0.0000 0.0736 0.0000 0.0000 0.0769 0.0000 0.0000 0.0803 0.0000 0.0000 0.0836 0.0000 0.0000 0.0870 0.0465 0.0000 0.0904 0.0698 0.0000 0.0938 0.1252 0.0000 0.0972 0.1530 0.0000 9/24/2021 12:00:11 PM Page 22 1.5330 0.2298 0.1006 0.1955 0.0000 1.5824 0.2290 0.1040 0.2167 0.0000 1.6319 0.2282 0.1075 0.2503 0.0000 1.6813 0.2275 0.1109 0.2671 0.0000 1.7308 0.2267 0.1144 0.2952 0.0000 1.7802 0.2259 0.1192 0.3092 0.0000 1.8297 0.2252 0.1240 0.3338 0.0000 1.8791 0.2244 0.1288 0.3461 0.0000 1.9286 0.2236 0.1337 0.3682 0.0000 1.9780 0.2229 0.1386 0.3793 0.0000 2.0275 0.2221 0.1434 0.3995 0.0000 2.0769 0.2214 0.1483 0.4097 0.0000 2.1264 0.2206 0.1533 0.4285 0.0000 2.1758 0.2198 0.1582 0.4379 0.0000 2.2253 0.2191 0.1631 0.4556 0.0000 2.2747 0.2183 0.1681 0.4673 0.0000 2.3242 0.2176 0.1731 0.4968 0.0000 2.3736 0.2168 0.1781 0.5334 0.0000 2.4231 0.2161 0.1831 0.5718 0.0000 2.4725 0.2153 0.1881 0.6100 0.0000 2.5220 0.2146 0.1932 0.6470 0.0000 2.5714 0.2138 0.1982 0.6826 0.0000 2.6209 0.2131 0.2033 0.7166 0.0000 2.6703 0.2124 0.2084 0.7492 0.0000 2.7198 0.2116 0.2135 0.7805 0.0000 2.7692 0.2109 0.2186 0.8106 0.0000 2.8187 0.2101 0.2238 0.8397 0.0000 2.8681 0.2094 0.2289 0.8679 0.0000 2.9176 0.2087 0.2341 0.8953 0.0000 2.9670 0.2079 0.2393 0.9222 0.0000 3.0000 0.2072 0.2428 1.6200 0.0000 Biofilter Hydraulic Table Stage{feet)Area{ac.)Volume{ac-ft.)Discharge{cfs)To Amended{cfs)lnfilt{cfs) 3.0000 0.2541 0.2428 0.0000 1.0446 0.0000 3.0495 0.2549 0.2554 0.0000 1.0446 0.0000 3.0989 0.2557 0.2680 0.0000 1.2875 0.0000 3.1484 0.2565 0.2807 0.0000 1.3220 0.0000 3.1978 0.2573 0.2934 0.0000 1.3564 0.0000 3.2473 0.2581 0.3061 0.0000 1.3908 0.0000 3.2967 0.2590 0.3189 0.0000 1.4253 0.0000 3.3462 0.2598 0.3317 0.0000 1.4597 0.0000 3.3956 0.2606 0.3446 0.0000 1.4941 0.0000 3.4451 0.2614 0.3575 0.0000 1.5286 0.0000 3.4945 0.2623 0.3704 0.0000 1.5630 0.0000 3.5440 0.2631 0.3834 0.0000 1.5975 0.0000 3.5934 0.2639 0.3965 0.0000 1.6200 0.0000 3.6429 0.2647 0.4095 0.0000 1.6200 0.0000 3.6923 0.2656 0.4226 0.0000 1.6200 0.0000 3.7418 0.2664 0.4358 0.0000 1.6200 0.0000 3. 7912 0.2672 0.4490 0.0000 1.6200 0.0000 3.8407 0.2681 0.4622 0.0000 1.6200 0.0000 3.8901 0.2689 0.4755 0.0000 1.6200 0.0000 3.9396 0.2697 0.4888 0.0000 1.6200 0.0000 3.9890 0.2706 0.5022 0.0000 1.6200 0.0000 4.0385 0.2714 0.5156 0.4805 1.6200 0.0000 4.0879 0.2722 0.5290 1.6599 1.6200 0.0000 4.1374 0.2731 0.5425 3.2407 1.6200 0.0000 HydroMod 9/24i2021 12:00:11 PM Page 23 4.1868 0.2739 0.5560 5.1382 1.6200 0.0000 4.2363 0.2748 0.5696 7.3056 1.6200 0.0000 4.2857 0.2756 0.5832 9.7118 1.6200 0.0000 4.3352 0.2765 0.5969 12.334 1.6200 0.0000 4.3846 0.2773 0.6105 15.154 1.6200 0.0000 4.4341 0.2782 0.6243 18.157 1.6200 0.0000 4.4835 0.2790 0.6381 21.331 1.6200 0.0000 4.5000 0.2793 0.6427 24.662 1.6200 0.0000 HydroMod 9/24/2021 12:00:11 PM Page 24 Surface filter East Element Flows To: Outlet 1 Outlet 2 SSD Vault Biofilter East HydroMod 9/24/2021 12:00:11 PM Page 25 SSD Pump Depth: 10 ft. Discharge Structure: 2 Riser Height: 10 ft. Riser Diameter: 60 in. Orifice 1 Diameter: 48 in. Elevation :O ft. Element Flows To: Outlet 1 Outlet 2 Flow Split Pump/ Underground Storage SSD Table Hydraulic Table Stage Area Volume Outlet (feet) (ac.) (ac-ft.) Manual Struct NotUsed NotUsed NotUsed 0.000 0.166 0.000 0.200 0.000 0.000 0.000 0.000 0.200 0.166 0.000 0.200 0.000 0.000 0.000 0.000 0.400 0.166 0.001 0.200 0.000 0.000 0.000 0.000 0.600 0.166 0.004 0.200 0.000 0.000 0.000 0.000 0.800 0.166 0.007 0.200 0.000 0.000 0.000 0.000 1.000 0.166 0.013 0.200 0.000 0.000 0.000 0.000 1.200 0.166 0.020 0.200 0.000 0.000 0.000 0.000 1.400 0.166 0.027 0.200 0.000 0.000 0.000 0.000 1.600 0.166 0.038 0.200 0.000 0.000 0.000 0.000 1.800 0.166 0.053 0.200 0.000 0.000 0.000 0.000 2.000 0.166 0.070 0.200 0.000 0.000 0.000 0.000 2.200 0.166 0.090 0.200 0.000 0.000 0.000 0.000 2.400 0.166 0.112 0.200 0.000 0.000 0.000 0.000 2.600 0.166 0.136 0.200 0.000 0.000 0.000 0.000 2.800 0.166 0.161 0.200 0.000 0.000 0.000 0.000 3.000 0.166 0.186 0.200 0.000 0.000 0.000 0.000 3.200 0.166 0.213 0.200 0.000 0.000 0.000 0.000 3.400 0.166 0.240 0.200 0.000 0.000 0.000 0.000 3.600 0.166 0.267 0.200 0.000 0.000 0.000 0.000 3.800 0.166 0.294 0.200 0.000 0.000 0.000 0.000 4.000 0.166 0.321 0.200 0.000 0.000 0.000 0.000 4.200 0.166 0.348 0.200 0.000 0.000 0.000 0.000 4.400 0.166 0.374 0.200 0.000 0.000 0.000 0.000 4.600 0.166 0.399 0.200 0.000 0.000 0.000 0.000 4.800 0.166 0.423 0.200 0.000 0.000 0.000 0.000 5.000 0.166 0.445 0.200 0.000 0.000 0.000 0.000 5.200 0.166 0.465 0.200 0.000 0.000 0.000 0.000 5.400 0.166 0.484 0.200 0.000 0.000 0.000 0.000 5.600 0.166 0.501 0.200 0.000 0.000 0.000 0.000 5.800 0.166 0.517 0.200 0.000 0.000 0.000 0.000 6.000 0.166 0.531 0.200 0.000 0.000 0.000 0.000 6.200 0.166 0.542 0.200 0.000 0.000 0.000 0.000 6.400 0.166 0.550 0.200 0.000 0.000 0.000 0.000 6.600 0.166 0.557 0.200 0.000 0.000 0.000 0.000 6.800 0.166 0.563 0.200 0.000 0.000 0.000 0.000 7.000 0.166 0.567 0.200 0.000 0.000 0.000 0.000 7.100 0.166 0.570 0.200 11.12 0.000 0.000 0.000 7.200 0.166 0.572 0.200 15.73 0.000 0.000 0.000 7.300 0.166 0.574 0.200 19.26 0.000 0.000 0.000 7.400 0.166 0.576 0.200 22.24 0.000 0.000 0.000 7.500 0.166 0.579 0.200 24.87 0.000 0.000 0.000 7.600 0.166 0.581 0.200 27.24 0.000 0.000 0.000 7.700 0.166 0.584 0.200 29.42 0.000 0.000 0.000 HydroMod 9/24/2021 12:00:11 PM Page 26 7.800 0.166 0.586 0.200 31.46 0.000 0.000 0.000 7.900 0.166 0.589 0.200 33.36 0.000 0.000 0.000 8.000 0.166 0.591 0.200 35.17 0.000 0.000 0.000 8.100 0.166 0.593 0.200 36.89 0.000 0.000 0.000 8.200 0.166 0.596 0.200 38.53 0.000 0.000 0.000 8.300 0.166 0.598 0.200 40.10 0.000 0.000 0.000 8.400 0.166 0.601 0.200 41.61 0.000 0.000 0.000 8.500 0.166 0.603 0.200 43.07 0.000 0.000 0.000 8.600 0.166 0.605 0.200 44.49 0.000 0.000 0.000 8.700 0.166 0.607 0.200 45.86 0.000 0.000 0.000 8.800 0.166 0.609 0.200 47.18 0.000 0.000 0.000 8.900 0.166 0.611 0.200 48.48 0.000 0.000 0.000 9.000 0.166 0.613 0.200 49.74 0.000 0.000 0.000 9.100 0.166 0.615 0.200 50.97 0.000 0.000 0.000 9.200 0.166 0.616 0.200 52.16 0.000 0.000 0.000 9.300 0.166 0.617 0.200 53.34 0.000 0.000 0.000 9.400 0.166 0.618 0.200 54.48 0.000 0.000 0.000 9.500 0.166 0.619 0.200 55.61 0.000 0.000 0.000 9.600 0.166 0.620 0.200 56.71 0.000 0.000 0.000 9.700 0.166 0.621 0.200 57.79 0.000 0.000 0.000 9.800 0.166 0.621 0.200 58.85 0.000 0.000 0.000 9.900 0.166 0.622 0.200 59.89 0.000 0.000 0.000 10.000 0.166 0.622 0.200 60.92 0.000 0.000 0.000 HydroMod 9/24/2021 12:00:11 PM Page 27 SSD Vault Depth: Discharge Structure: 1 Riser Height: Riser Diameter: Discharge Structure: 2 Riser Height: Riser Diameter: 10 ft. 9 ft. 54 in. 9 ft. 54 in. Orifice 1 Diameter: 1.25 in. Elevation:0 ft. Element Flows To: Outlet 1 Outlet 2 SSD Table Hydraulic Table Stage Area Volume Outlet Outlet (feet) (ac.) (ac-ft.) Struct Struct NotUsed 0.000 0.216 0.000 0.000 0.000 0.000 0.200 0.216 0.041 0.019 0.019 0.000 0.400 0.216 0.081 0.027 0.027 0.000 0.600 0.216 0.122 0.033 0.033 0.000 0.800 0.216 0.162 0.038 0.038 0.000 1.000 0.216 0.203 0.042 0.042 0.000 1.200 0.216 0.244 0.046 0.046 0.000 1.400 0.216 0.284 0.050 0.050 0.000 1.600 0.216 0.325 0.054 0.054 0.000 1.800 0.216 0.366 0.057 0.057 0.000 2.000 0.216 0.406 0.060 0.060 0.000 2.200 0.216 0.447 0.063 0.063 0.000 2.400 0.216 0.487 0.066 0.066 0.000 2.600 0.216 0.528 0.068 0.068 0.000 2.800 0.216 0.569 0.071 0.071 0.000 3.000 0.216 0.609 0.073 0.073 0.000 3.200 0.216 0.650 0.076 0.076 0.000 3.400 0.216 0.690 0.078 0.078 0.000 3.600 0.216 0.731 0.080 0.080 0.000 3.800 0.216 0.772 0.083 0.083 0.000 4.000 0.216 0.812 0.085 0.085 0.000 4.200 0.216 0.853 0.087 0.087 0.000 4.400 0.216 0.894 0.089 0.089 0.000 4.600 0.216 0.934 0.091 0.091 0.000 4.800 0.216 0.975 0.093 0.093 0.000 5.000 0.216 1.015 0.095 0.095 0.000 5.200 0.216 1.056 0.097 0.097 0.000 5.400 0.216 1.097 0.099 0.099 0.000 5.600 0.216 1.137 0.100 0.100 0.000 5.800 0.216 1.178 0.102 0.102 0.000 6.000 0.216 1.218 0.104 0.104 0.000 6.200 0.216 1.259 0.106 0.106 0.000 6.400 0.216 1.300 0.107 0.107 0.000 6.600 0.216 1.340 0.109 0.109 0.000 6.800 0.216 1.381 0.111 0.111 0.000 7.000 0.216 1.421 0.112 0.112 0.000 7.200 0.216 1.462 0.114 0.114 0.000 7.400 0.216 1.503 0.115 0.115 0.000 7.600 0.216 1.543 0.117 0.117 0.000 7.800 0.216 1.584 0.118 0.118 0.000 HydroMod 9/24/2021 12:00:11 PM NotUsed NotUsed 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Page 28 8.000 0.216 1.625 0.120 0.120 0.000 0.000 0.000 8.200 0.216 1.665 0.121 0.121 0.000 0.000 0.000 8.400 0.216 1.706 0.123 0.123 0.000 0.000 0.000 8.600 0.216 1.746 0.124 0.124 0.000 0.000 0.000 8.800 0.216 1.787 0.126 0.126 0.000 0.000 0.000 9.000 0.216 1.828 0.127 0.127 0.000 0.000 0.000 9.100 0.216 1.848 1.638 1.638 0.000 0.000 0.000 9.200 0.216 1.868 4.395 4.395 0.000 0.000 0.000 9.300 0.216 1.889 7.957 7.957 0.000 0.000 0.000 9.400 0.216 1.909 12.16 12.16 0.000 0.000 0.000 9.500 0.216 1.929 16.88 16.88 0.000 0.000 0.000 9.600 0.216 1.949 22.02 22.02 0.000 0.000 0.000 9.700 0.216 1.970 27.51 27.51 0.000 0.000 0.000 9.800 0.216 1.990 33.24 33.24 0.000 0.000 0.000 9.900 0.216 2.010 39.12 39.12 0.000 0.000 0.000 10.000 0.216 2.031 45.07 45.07 0.000 0.000 0.000 HydroMod 9/24/2021 12:00:11 PM Page 29 Analysis Results POC 1 ~ I ~ 46<1 ~ l 19 f--~--------- Q j IL 1.751----~tr.:--~------ 10 100 ,.,. 1 ~ Probabilly 1 ,.,. ♦ 10.0 om+----------------+•m OJ 1 2: fi 10 20 30 '° 70 to 10 9' M t, NJ 1 P•r-oen't Tim• E x-oe•dlng + Predeveloped x Mitigated Predeveloped Land use Totals for POC #1 Total Pervious Area: 19.34 Total Impervious Area: O Mitigated Landuse Totals for POC #1 Total Pervious Area: 6.46 Total Impervious Area: 12.88 Flow Frequency Method: Cunnane Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 2.970081 5 year 4.857895 1 0 year 6.091662 25 year 8.721187 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.469681 5 year 0.880694 1 O year 2.002112 25 year 3.506136 HydroMod 9/24/2021 12:00:11 PM Page 30 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.2970 430 350 81 Pass 0.3555 369 263 71 Pass 0.4141 339 203 59 Pass 0.4726 305 172 56 Pass 0.5311 279 148 53 Pass 0.5897 258 132 51 Pass 0.6482 239 112 46 Pass 0.7067 225 98 43 Pass 0.7653 209 89 42 Pass 0.8238 193 77 39 Pass 0.8823 179 73 40 Pass 0.9409 167 69 41 Pass 0.9994 158 59 37 Pass 1.0579 152 57 37 Pass 1.1165 148 52 35 Pass 1.1750 144 47 32 Pass 1.2335 138 42 30 Pass 1.2920 131 37 28 Pass 1.3506 125 31 24 Pass 1.4091 120 29 24 Pass 1.4676 116 26 22 Pass 1.5262 114 22 19 Pass 1.5847 113 19 16 Pass 1.6432 104 17 16 Pass 1.7018 103 16 15 Pass 1.7603 99 15 15 Pass 1.8188 92 15 16 Pass 1.8774 85 12 14 Pass 1.9359 82 12 14 Pass 1.9944 79 11 13 Pass 2.0530 75 10 13 Pass 2.1115 71 10 14 Pass 2.1700 69 8 11 Pass 2.2286 66 8 12 Pass 2.2871 65 8 12 Pass 2.3456 64 6 9 Pass 2.4042 63 5 7 Pass 2.4627 59 5 8 Pass 2.5212 56 5 8 Pass 2.5798 53 4 7 Pass 2.6383 53 4 7 Pass 2.6968 51 4 7 Pass 2.7553 48 4 8 Pass 2.8139 47 3 6 Pass 2.8724 44 3 6 Pass 2.9309 41 3 7 Pass 2.9895 38 3 7 Pass 3.0480 38 3 7 Pass 3.1065 37 2 5 Pass 3.1651 35 2 5 Pass 3.2236 34 2 5 Pass 3.2821 34 2 5 Pass 3.3407 34 2 5 Pass HydroMod 9/24/2021 12 :00: 1 7 PM Page 31 3.3992 34 2 5 Pass 3.4577 33 2 6 Pass 3.5163 33 1 3 Pass 3.5748 31 0 0 Pass 3.6333 30 0 0 Pass 3.6919 27 0 0 Pass 3.7504 26 0 0 Pass 3.8089 26 0 0 Pass 3.8675 25 0 0 Pass 3.9260 24 0 0 Pass 3.9845 24 0 0 Pass 4.0430 24 0 0 Pass 4.1016 22 0 0 Pass 4.1601 22 0 0 Pass 4.2186 21 0 0 Pass 4.2772 19 0 0 Pass 4.3357 18 0 0 Pass 4.3942 18 0 0 Pass 4.4528 18 0 0 Pass 4.5113 16 0 0 Pass 4.5698 16 0 0 Pass 4.6284 15 0 0 Pass 4.6869 14 0 0 Pass 4.7454 14 0 0 Pass 4.8040 13 0 0 Pass 4.8625 12 0 0 Pass 4.9210 11 0 0 Pass 4.9796 11 0 0 Pass 5.0381 11 0 0 Pass 5.0966 10 0 0 Pass 5.1552 9 0 0 Pass 5.2137 9 0 0 Pass 5.2722 9 0 0 Pass 5.3307 8 0 0 Pass 5.3893 8 0 0 Pass 5.4478 8 0 0 Pass 5.5063 8 0 0 Pass 5.5649 8 0 0 Pass 5.6234 8 0 0 Pass 5.6819 7 0 0 Pass 5.7405 6 0 0 Pass 5.7990 6 0 0 Pass 5.8575 6 0 0 Pass 5.9161 5 0 0 Pass 5.9746 5 0 0 Pass 6.0331 5 0 0 Pass 6.0917 5 0 0 Pass HydroMod 9/24/2021 12:00:17 PM Page 32 Water Quality HydroMod 9/24/2021 12 :00: 1 7 PM Page 33 Model Default Modifications Total of O changes have been made. PERLND Changes No PERLND changes have been made. /MPLND Changes No IMPLND changes have been made. HydroMod 9/24/2021 12:00:17 PM Page 34 Appendix Predeveloped Schematic HydroMod Lot2 5.48a +---- Lot 3 .97a -!- 9/24/2021 12:00:17 PM Lot4 .52ac Page 35 Mitigated Schematic + HydroMod 9/24/2021 12:00:18 PM Page 36 Predeveloped UGI File HydroMod 9/24/2021 12:00:18 PM Page 37 Mitigated UGI File RUN GLOBAL WWHM4 model simulation START 1963 10 01 RUN INTERP OUTPUT LEVEL RESUME O RUN 1 END GLOBAL FILES END 2004 09 30 3 0 UNIT SYSTEM 1 <File> <Un#> <-ID-> <-----------File Name------------------------------>*** WDM 26 MES SU 25 END FILES 27 28 30 OPN SEQUENCE *** HydroMod.wdm MitHydroMod.MES MitHydroMod.L61 MitHydroMod.L62 POCHydroModl.dat INGRP INDELT 00:60 PERLND 43 IMPLND 1 PERLND 45 IMPLND 3 PERLND 46 PERLND 48 RCHRES 1 RCHRES 2 RCHRES 3 RCHRES 4 RCHRES 5 RCHRES 6 RCHRES 7 COPY 1 COPY 501 COPY 601 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFOl # -#<----------Title----------->***TRAN PIVL DIGl FILl PYR DIG2 FIL2 YRND 1 SSD Vault MAX 1 2 30 9 END DISPLY-INFOl END DISPLY COPY TIMESERIES # -# NPT 1 1 501 1 601 1 END TIMESERIES END COPY GENER OPCODE NMN *** 1 1 1 # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS # -# 43 C,Urban,Flat 1 HydroMod Unit-systems User t-series in out 1 1 1 Printer Engl Metr 27 0 9/24/2021 12:00:18 PM *** *** *** Page 38 45 C,Urban,Steep 1 1 1 1 27 0 46 D,Urban,Flat 1 1 1 1 27 0 48 D,Urban,Steep 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # -# ATMP SNOW PWAT SEO PST PWG PQAL MSTL PEST NITR PHOS TRAC 43 0 0 1 0 0 0 0 0 0 0 0 0 45 0 0 1 0 0 0 0 0 0 0 0 0 46 0 0 1 0 0 0 0 0 0 0 0 0 48 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 43 0 0 4 0 0 0 0 0 0 0 0 0 45 0 0 4 0 0 0 0 0 0 0 0 0 46 0 0 4 0 0 0 0 0 0 0 0 0 48 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 43 0 1 1 1 0 0 0 0 1 1 45 0 1 1 1 0 0 0 0 1 1 46 0 1 1 1 0 0 0 0 1 1 48 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 43 0 3.8 0.04 50 0.05 45 0 3.2 0.03 50 0.15 46 0 3.8 0.03 50 0.05 48 0 3.2 0.02 50 0.15 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # -# ***PETMAX PETMIN INFEXP INFILD DEEPFR 43 0 45 0 46 0 48 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER # -# CEPSC 43 0 45 0 46 0 48 0 END PWAT-PARM4 MON-LZETPARM <PLS > PWATER # -# JAN FEB 43 0.6 0.6 45 0.6 0.6 46 0.6 0.6 48 0.6 0.6 END MON-LZETPARM MON-INTERCEP 0 2 0 2 0 2 0 2 input info: Part 4 UZSN NSUR 0.6 0.03 0.6 0.03 0.6 0.03 0.6 0.03 input info: Part 3 MAR APR MAY JUN 0.6 0.6 0.7 0.7 0.6 0.6 0.7 0.7 0.6 0.6 0.7 0.7 0.6 0.6 0.7 0.7 PWATER input info: Part 3 JUL 0.7 0.7 0.7 0.7 <PLS > # -# 43 JAN FEB MAR APR MAY JUN JUL 0.1 0.1 0.1 0.1 0.1 0.1 0.1 2 2 2 2 INTFW 1 1 1 1 *** AUG SEP 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 *** AUG SEP 0.1 0.1 HydroMod 9/24/2021 12:00:18 PM 0 0 0 0 IRC 0.3 0.3 0.3 0.3 OCT 0.6 0.6 0.6 0.6 OCT 0.1 HWT *** 0 0 0 0 KVARY 2.5 2.5 2.5 2.5 BASETP 0.05 0.05 0.05 0.05 LZETP 0 0 0 0 NOV DEC 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 NOV DEC 0.1 0.1 *** PIVL PYR ********* 1 9 1 9 1 9 1 9 AGWRC 0.915 0.915 0.915 0.915 AGWETP 0.05 0.05 0.05 0.05 *** *** *** *** Page 39 45 46 48 0.1 0.1 0.1 0.1 0.1 0.1 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 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN # -# *** CEPS 43 0 45 0 46 0 48 0 END PWAT-STATEl END PERLND IMPLND GEN-INFO SURS uzs IFWS 0 0.15 0 0 0.15 0 0 0.15 0 0 0.15 0 <PLS ><-------Name-------> Unit-systems Printer # -# User t-series Engl Metr in out 1 IMPERVIOUS-FLAT 1 1 1 27 0 3 IMPERVIOUS-STEEP 1 1 1 27 0 END GEN-INFO *** Section IWATER*** LZS *** *** *** 1 1 1 1 0.1 0.1 0.1 0.1 0.1 0.1 21 *** AGWS 0.05 0.05 0.05 0.05 ACTIVITY <PLS > # -# 1 ************* Active ATMP SNOW IWAT SLD Sections IWG IQAL ***************************** *** 3 END ACTIVITY PRINT-INFO 0 0 1 0 0 0 1 0 <ILS >********Print-flags # -# ATMP SNOW IWAT SLD 1 0 0 4 0 3 0 0 4 0 END PRINT-INFO IWAT-PARMl 0 0 0 0 ******** PIVL PYR IWG IQAL ********* 0 0 1 9 0 0 1 9 <PLS # - 1 > IWATER variable monthly parameter value flags # CSNO RTOP VRS VNN RTLI *** 0 0 0 0 1 3 0 0 0 0 1 END IWAT-PARMl IWAT-PARM2 <PLS > # -# *** 1 3 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER LSUR 100 100 IWATER # -# 1 3 ***PETMAX 0 0 END IWAT-PARM3 input info: SLSUR 0.05 0.15 input info: PETMIN 0 0 Part 2 NSUR 0.011 0.011 Part 3 RETSC 0.1 0.05 *** *** IWAT-STATEl <PLS > *** # -# *** 1 Initial RETS conditions SURS at start of simulation 3 END IWAT-STATEl END IMPLND HydroMod 0 0 0 0 9/24/2021 12:00:18 PM *** GWVS 0 0 0 0 Page 40 SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Mit 1*** PERLND 43 0.15 RCHRES 3 2 PERLND 43 0.15 RCHRES 3 3 IMPLND 1 4.13 RCHRES 3 5 Mit 6*** PERLND 43 0.06 RCHRES 7 2 PERLND 43 0.06 RCHRES 7 3 PERLND 45 1. 05 RCHRES 7 2 PERLND 45 1. 05 RCHRES 7 3 PERLND 46 0.03 RCHRES 7 2 PERLND 46 0.03 RCHRES 7 3 PERLND 48 3.23 RCHRES 7 2 PERLND 48 3.23 RCHRES 7 3 Mit 2*** PERLND 43 0.04 RCHRES 3 2 PERLND 43 0.04 RCHRES 3 3 IMPLND 1 0.91 RCHRES 3 5 Mit 3*** PERLND 43 0.38 RCHRES 3 2 PERLND 43 0.38 RCHRES 3 3 PERLND 45 0.01 RCHRES 3 2 PERLND 45 0.01 RCHRES 3 3 IMPLND 1 0.01 RCHRES 3 5 IMPLND 3 0.05 RCHRES 3 5 Mit 4*** PERLND 43 0.06 RCHRES 1 2 PERLND 43 0.06 RCHRES 1 3 PERLND 45 0.12 RCHRES 1 2 PERLND 45 0.12 RCHRES 1 3 PERLND 46 0.09 RCHRES 1 2 PERLND 46 0.09 RCHRES 1 3 IMPLND 1 7.48 RCHRES 1 5 Mit 5*** PERLND 43 0.29 RCHRES 5 2 PERLND 43 0.29 RCHRES 5 3 PERLND 45 0.07 RCHRES 5 2 PERLND 45 0.07 RCHRES 5 3 IMPLND 1 0.03 RCHRES 5 5 Mit 7*** PERLND 43 0.01 COPY 501 12 PERLND 43 0.01 COPY 601 12 PERLND 43 0.01 COPY 501 13 PERLND 43 0.01 COPY 601 13 IMPLND 1 0.21 COPY 501 15 IMPLND 1 0.21 COPY 601 15 IMPLND 3 0.01 COPY 501 15 IMPLND 3 0.01 COPY 601 15 Mit 8*** PERLND 46 0.37 COPY 501 12 PERLND 46 0.37 COPY 601 12 PERLND 46 0.37 COPY 501 13 PERLND 46 0.37 COPY 601 13 PERLND 48 0.5 COPY 501 12 PERLND 48 0.5 COPY 601 12 PERLND 48 0.5 COPY 501 13 PERLND 48 0.5 COPY 601 13 IMPLND 1 0.03 COPY 501 15 IMPLND 1 0.03 COPY 601 15 IMPLND 3 0.02 COPY 501 15 IMPLND 3 0.02 COPY 601 15 ******Routing****** RCHRES 6 1 RCHRES 7 6 RCHRES 6 COPY 1 16 RCHRES 5 1 RCHRES 7 7 RCHRES 5 COPY 1 17 HydroMod 9/24/2021 12:00:18 PM Page 41 RCHRES 5 1 RCHRES 6 8 RCHRES 2 1 RCHRES 5 7 RCHRES 2 1 RCHRES 7 8 RCHRES 2 COPY 1 18 RCHRES 4 1 RCHRES 7 6 RCHRES 4 COPY 1 16 RCHRES 3 1 RCHRES 7 7 RCHRES 3 COPY 1 17 RCHRES 3 1 RCHRES 4 8 PERLND 43 0.06 COPY 1 12 PERLND 45 1. 05 COPY 1 12 PERLND 46 0.03 COPY 1 12 PERLND 48 3.23 COPY 1 12 PERLND 43 0.06 COPY 1 13 PERLND 45 1.05 COPY 1 13 PERLND 46 0.03 COPY 1 13 PERLND 48 3.23 COPY 1 13 RCHRES 1 1 RCHRES 2 7 RCHRES 7 1 COPY 501 16 END SCHEMATIC NETWORK <-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 Printer # -#<------------------><---> User T-series Engl Metr LKFG in out 1 SSD Pump 2 1 1 1 28 0 1 2 Flow Split Pump -019 2 1 1 1 28 0 1 3 Surface filter -023 2 1 1 1 28 0 1 4 Biofilter East 1 1 1 1 28 0 1 5 Surface filter -017 2 1 1 1 28 0 1 6 Biofilter West 1 1 1 1 28 0 1 7 SSD Vault 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 5 1 0 0 0 0 0 0 0 0 0 6 1 0 0 0 0 0 0 0 0 0 7 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR *** *** *** *** *** *** *** # -# HYDR ADCA CONS HEAT SEO 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 5 4 0 0 0 0 0 0 0 0 0 1 9 6 4 0 0 0 0 0 0 0 0 0 1 9 7 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HydroMod 9/24/2021 12:00:18 PM Page 42 HYDR-PARMl RCHRES # -# 1 2 3 4 5 6 7 Flags for each HYDR Section VC Al A2 A3 ODFVFG for each FG FG FG FG possible exit * * * * * * * * * 0 1 0 0 4 5 0 0 0 0 1 0 0 4 5 0 0 0 0 1 0 0 4 5 0 0 0 0 1 0 0 4 0 0 0 0 0 1 0 0 4 5 0 0 0 0 1 0 0 4 0 0 0 0 0 1 0 0 4 5 0 0 0 END HYDR-PARMl HYDR-PARM2 # -# FTABNO LEN DELTH *** *** ODGTFG for each possible exit * * * * * 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 STCOR KS *** FUNCT for each possible exit *** 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 0.0 0.0 0.5 0.0 2 2 0.01 0.0 0.0 0.5 0.0 3 3 0.01 0.0 0.0 0.0 0.0 4 4 0.02 0.0 0.0 0.0 0.0 5 5 0.01 0.0 0.0 0.0 0.0 6 6 0.01 0.0 0.0 0.0 0.0 7 7 0.01 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # -# *** VOL Initial value of COLIND *** ac-ft for each possible exit Initial value of OUTDGT for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 0 4.0 5.0 0.0 0.0 0.0 2 0 4.0 0.0 0.0 0.0 0.0 3 0 4.0 5.0 0.0 0.0 0.0 4 0 4.0 0.0 0.0 0.0 0.0 5 0 4.0 5.0 0.0 0.0 0.0 6 0 4.0 0.0 0.0 0.0 0.0 7 0 4.0 5.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 6 62 4 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 Area (acres) 0. 139669 0.139198 0.138491 0.137787 0.137084 0.136383 0.135684 0.134987 0.134291 0.133598 0.132906 0.132216 0.131527 0.130841 0.130156 0.129473 0.128792 0.128113 0.127435 0.126759 0.126085 0.125413 Volume (acre-ft) 0.000000 0.001488 0.002985 0.004491 0.006005 0.007529 0.009062 0.010604 0.012155 0.013715 0.015284 0.016863 0.018450 0.020047 0.021653 0.023268 0.024893 0.026527 0.028170 0.029822 0.031484 0.033156 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 Velocity (ft/sec) Travel Time*** (Minutes)*** HydroMod 9/2412021 12:00:18 PM Page 43 1.087912 0.124743 0.034837 0.000000 1.137363 0.124074 0.036527 0.000000 1.186813 0.123407 0.038227 0.000000 1.236264 0.122742 0.039936 0.000000 1. 285714 0.122079 0.041655 0.000000 1.335165 0.121418 0.043384 0.046521 1.384615 0.120758 0.045122 0.069781 1.434066 0.120101 0.046870 0.173341 1.483516 0.119445 0.048627 0.174242 1.532967 0.118790 0.050394 0.177477 1.582418 0.118138 0.052171 0.179095 1.631868 0.117487 0.053958 0.232016 1.681319 0.116839 0.055754 0.234996 1.730769 0.116192 0.057560 0.236486 1.780220 0.115546 0.060072 0.260182 1.829670 0.114903 0.062598 0.272030 1.879121 0.114261 0.065137 0.297665 1.928571 0.113622 0.067690 0.310483 1.978022 0.112984 0.070257 0.334438 2.027473 0 .112347 0.072838 0.346415 2.076923 0.111713 0.075432 0.368370 2.126374 0.111080 0.078041 0.379348 2.175824 0. 110449 0.080663 0.399586 2.225275 0.109820 0.083299 0.412843 2.274725 0.109193 0.085949 0.445862 2.324176 0.108568 0.088613 0.486116 2.373626 0.107944 0.091291 0.528009 2.423077 0.107322 0.093983 0.569168 2.472527 0.106702 0.096689 0.608701 2.521978 0.106084 0.099410 0.646372 2.571429 0.105467 0.102144 0.682225 2.620879 0.104853 0.104893 0. 716404 2.670330 0.104240 0.107656 0.749081 2.719780 0.103629 0.110434 0.780421 2.769231 0.103019 0.113225 0.810577 2.818681 0.102412 0.116031 0. 839688 2.868132 0.101806 0. 118852 0.867884 2.917582 0.101202 0.121687 0.895310 2. 967033 0.100600 0.124536 0.924306 3.000000 0.100000 0.202833 0.924306 END FTABLE 6 FTABLE 5 32 5 Depth Area Volume Outflow! Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.100000 0.000000 0.000000 0.000000 0.049451 0.140379 0.006924 0.000000 0.504167 0.098901 0.141090 0.013884 0.000000 0.621437 0.148352 0.141803 0.020878 0.000000 0.638058 0.197802 0.142517 0.027908 0.000000 0.654678 0.247253 0.143234 0.034973 0.000000 0.671299 0.296703 0.143952 0.042074 0.000000 0.687920 0.346154 0.144672 0.049210 0.000000 0.704541 0.395604 0.145394 0.056382 0.000000 0.721162 0.445055 0.146118 0.063590 0.000000 0.737783 0.494505 0.146843 0.070834 0.000000 0.754404 0.543956 0.147570 0. 078113 0.000000 0. 771025 0.593407 0.148299 0.085429 0.000000 0.787646 0.642857 0.149030 0.092780 0.000000 0.804267 0.692308 0.149763 0.100168 0.000000 0.820887 0.741758 0.150497 0.107592 0.000000 0.837508 0.791209 0.151233 0. 115052 0.000000 0.854129 0.840659 0.151972 0.122549 0.000000 0.870750 0.890110 0.152711 0.130082 0.000000 0.887371 0.939560 0.153453 0.137652 0.000000 0.903992 0. 989011 0.154196 0.145259 0.000000 0.920613 1.038462 0.154942 0.152903 0.160076 0.924306 1.087912 0.155689 0.160583 0.552618 0.924306 1.137363 0.156437 0.168301 1.077788 0.924306 1.186813 0.157188 0.176055 1.704888 0.924306 HydroMod 9/24/2021 12:00:18 PM Page 44 1.236264 0.157940 0.183847 2.413902 0.924306 1.285714 0.158695 0.191675 3.187839 0.924306 1.335165 0.159451 0.199542 4.010349 0.924306 1.384615 0.160208 0.207445 4.864869 0.924306 1.434066 0.160968 0.215387 5.734435 0.924306 1.483516 0.161729 0.223365 6.601841 0.924306 1.500000 0.161983 0.226033 7.450016 0.924306 END FTABLE 5 FTABLE 2 90 5 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.000000 0.000000 0.200000 0.000000 0. 111111 0.000000 0.000000 0.200000 0.000000 0.222222 0.000000 0.000000 0.200000 0.000000 0.333333 0.000000 0.000000 0.200000 0.000000 0.444444 0.000000 0.000000 0.200000 0.000000 0.555556 0.000000 0.000000 0.200000 0.000000 0.666667 0.000000 0.000000 0.200000 11. 00000 0. 777778 0.000000 0.000000 0.200000 21.00000 0.888889 0.000000 0.000000 0.200000 31.00000 1.000000 0.000000 0.000000 0.200000 41.00000 1.111111 0.000000 0.000000 0.200000 51.00000 1.222222 0.000000 0.000000 0.200000 61.00000 1.333333 0.000000 0.000000 0.200000 71. 00000 1.444444 0.000000 0.000000 0.200000 81.00000 1.555556 0.000000 0.000000 0.200000 91.00000 1.666667 0.000000 0.000000 0.200000 101.0000 1.777778 0.000000 0.000000 0.200000 111. 0000 1.888889 0.000000 0.000000 0.200000 121.0000 2.000000 0.000000 0.000000 0.200000 131.0000 2.111111 0.000000 0.000000 0.200000 141.0000 2.222222 0.000000 0.000000 0.200000 151.0000 2.333333 0.000000 0.000000 0.200000 161.0000 2.444444 0.000000 0.000000 0.200000 171.0000 2.555556 0.000000 0.000000 0.200000 181.0000 2.666667 0.000000 0.000000 0.200000 191.0000 2.777778 0.000000 0.000000 0.200000 201.0000 2.888889 0.000000 0.000000 0.200000 211. 0000 3.000000 0.000000 0.000000 0.200000 221.0000 3. 111111 0.000000 0.000000 0.200000 231.0000 3.222222 0.000000 0.000000 0.200000 241.0000 3.333333 0.000000 0.000000 0.200000 251.0000 3.444444 0.000000 0.000000 0.200000 261.0000 3.555556 0.000000 0.000000 0.200000 271.0000 3.666667 0.000000 0.000000 0.200000 281.0000 3.777778 0.000000 0.000000 0.200000 291.0000 3.888889 0.000000 0.000000 0.200000 301.0000 4.000000 0.000000 0.000000 0.200000 311.0000 4. 111111 0.000000 0.000000 0.200000 321.0000 4.222222 0.000000 0.000000 0.200000 331.0000 4.333333 0.000000 0.000000 0.200000 341.0000 4.444444 0.000000 0.000000 0.200000 351.0000 4.555556 0.000000 0.000000 0.200000 361.0000 4.666667 0.000000 0.000000 0.200000 371. 0000 4.777778 0.000000 0.000000 0.200000 381.0000 4.888889 0.000000 0.000000 0.200000 391.0000 5.000000 0.000000 0.000000 0.200000 401.0000 5. 111111 0.000000 0.000000 0.200000 411. 0000 5.222222 0.000000 0.000000 0.200000 421.0000 5.333333 0.000000 0.000000 0.200000 431.0000 5.444444 0.000000 0.000000 0.200000 441.0000 5.555556 0.000000 0.000000 0.200000 451.0000 5.666667 0.000000 0.000000 0.200000 461.0000 5.777778 0.000000 0.000000 0.200000 471.0000 5.888889 0.000000 0.000000 0.200000 481.0000 6.000000 0.000000 0.000000 0.200000 491.0000 6.111111 0.000000 0.000000 0.200000 501.0000 6.222222 0.000000 0.000000 0.200000 511.0000 6.333333 0.000000 0.000000 0.200000 521.0000 HydroMod 9/24/20211200:18PM Page 45 6.444444 0.000000 0.000000 0.200000 531.0000 6.555556 0.000000 0.000000 0.200000 541.0000 6.666667 0.000000 0.000000 0.200000 551.0000 6.777778 0.000000 0.000000 0.200000 561.0000 6.888889 0.000000 0.000000 0.200000 571.0000 7.000000 0.000000 0.000000 0.200000 581.0000 7 .111111 0.000000 0.000000 0.200000 591.0000 7.222222 0.000000 0.000000 0.200000 601.0000 7.333333 0.000000 0.000000 0.200000 611. 0000 7.444444 0.000000 0.000000 0.200000 621.0000 7.555556 0.000000 0.000000 0.200000 631.0000 7.666667 0.000000 0.000000 0.200000 641.0000 7.777778 0.000000 0.000000 0.200000 651.0000 7.888889 0.000000 0.000000 0.200000 661.0000 8.000000 0.000000 0.000000 0.200000 671. 0000 8. 111111 0.000000 0.000000 0.200000 681.0000 8.222222 0.000000 0.000000 0.200000 691.0000 8.333333 0.000000 0.000000 0.200000 701.0000 8.444444 0.000000 0.000000 0.200000 711.0000 8.555556 0.000000 0.000000 0.200000 721.0000 8.666667 0.000000 0.000000 0.200000 731.0000 8.777778 0.000000 0.000000 0.200000 741.0000 8.888889 0.000000 0.000000 0.200000 751.0000 9.000000 0.000000 0.000000 0.200000 761.0000 9.111111 0.000000 0.000000 0.200000 771. 0000 9.222222 0.000000 0.000000 0.200000 781.0000 9.333333 0.000000 0.000000 0.200000 791.0000 9.444444 0.000000 0.000000 0.200000 801.0000 9.555556 0.000000 0.000000 0.200000 811.0000 9.666667 0.000000 0.000000 0.200000 821.0000 9.777778 0.000000 0.000000 0.200000 831.0000 9.888889 0.001000 0.000000 0.200000 841.0000 END FTABLE 2 FTABLE 4 62 4 Depth Area Volume Outflowl Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.254064 0.000000 0.000000 0.049451 0.253523 0.003079 0.000000 0.098901 0.252713 0.006169 0.000000 0.148352 0.251903 0. 009270 0.000000 0.197802 0.251095 0.012382 0.000000 0.247253 0.250289 0.015505 0.000000 0.296703 0.249483 0.018638 0.000000 0.346154 0.248679 0.021783 0.000000 0.395604 0.247876 0.024939 0.000000 0.445055 0.247075 0.028106 0.000000 0.494505 0.246275 0.031284 0.000000 0.543956 0.245476 0.034472 0.000000 0.593407 0.244678 0.037672 0.000000 0.642857 0.243882 0.040884 0.000000 0.692308 0.243087 0.044106 0.000000 0.741758 0.242293 0.047339 0.000000 0.791209 0.241501 0.050584 0.000000 0.840659 0.240710 0.053840 0.000000 0.890110 0.239920 0.057107 0.000000 0.939560 0. 239131 0.060385 0.000000 0. 989011 0.238344 0.063674 0.000000 1.038462 0.237558 0.066975 0.000000 1.087912 0.236773 0.070287 0.000000 1.137363 0.235990 0.073610 0.000000 1.186813 0.235208 0.076945 0.000000 1.236264 0.234427 0.080291 0.000000 1.285714 0.233648 0.083648 0.000000 1.335165 0.232870 0.087017 0.046521 1.384615 0.232093 0.090397 0.069781 1.434066 0.231317 0.093788 0.125247 1.483516 0.230543 0.097191 0.152979 1.532967 0.229770 0.100606 0.195477 1.582418 0.228999 0.104032 0. 216726 HydroMod 9/24/2021 12:00:18 PM Page 46 1.631868 0.228228 0.107469 0.250302 1. 681319 0.227459 0.110918 0.267090 1.730769 0.226691 0.114378 0.295196 1.780220 0.225925 0.119181 0.309248 1.829670 0.225160 0.124000 0.333820 1.879121 0. 224396 0.128835 0.346107 1.928571 0.223633 0.133686 0.368216 1.978022 0.222872 0.138553 0.379271 2.027473 0.222112 0.143437 0.399547 2.076923 0.221354 0.148336 0.409686 2.126374 0.220596 0.153251 0.428528 2.175824 0.219840 0.158183 0.437949 2.225275 0.219085 0.163131 0.455629 2.274725 0.218332 0.168095 0.467255 2.324176 0.217580 0.173076 0.496813 2.373626 0.216829 0.178073 0.533357 2.423077 0.216079 0.183086 0.571842 2.472527 0.215331 0. 188115 0.610038 2.521978 0.214584 0.193161 0.647041 2.571429 0.213838 0.198223 0.682560 2.620879 0. 213094 0.203302 0.716572 2.670330 0.212351 0.208397 0.749164 2.719780 0.211609 0.213509 0.780462 2.769231 0.210869 0.218637 0.810598 2.818681 0.210129 0.223782 0. 839698 2.868132 0.209391 0.228943 0.867889 2.917582 0.208655 0.234121 0.895312 2.967033 0.207919 0.239315 0.922224 3.000000 0.207185 0.376676 1.620047 END FTABLE 4 FTABLE 3 32 5 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.207185 0.000000 0.000000 0.000000 0.049451 0.254877 0.012584 0.000000 1.044561 0.098901 0.255691 0.025208 0.000000 1.287527 0.148352 0.256506 0.037872 0.000000 1.321963 0.197802 0.257323 0.050576 0.000000 1.356399 0.247253 0.258141 0.063321 0.000000 1.390835 0.296703 0.258960 0.076107 0.000000 1.425271 0.346154 0.259781 0.088933 0.000000 1.459707 0.395604 0.260603 0.101800 0.000000 1.494143 0.445055 0.261426 0.114707 0.000000 1.528579 0.494505 0.262250 0.127655 0.000000 1.563015 0.543956 0.263076 0.140644 0.000000 1.597451 0.593407 0.263903 0.153673 0.000000 1.620047 0.642857 0.264731 0.166744 0.000000 1.620047 0.692308 0.265561 0.179856 0.000000 1.620047 0.741758 0.266392 0.193008 0.000000 1.620047 0.791209 0.267224 0.206202 0.000000 1.620047 0.840659 0.268057 0.219437 0.000000 1.620047 0. 890110 0.268892 0.232713 0.000000 1.620047 0.939560 0.269728 0.246031 0.000000 1.620047 0. 989011 0. 270566 0.259390 0.000000 1.620047 1.038462 0.271405 0.272790 0.480533 1.620047 1.087912 0. 272245 0.286232 1.659855 1.620047 1.137363 0.273086 0.299715 3.240738 1.620047 1.186813 0.273928 0.313241 5.138194 1.620047 1.236264 0.274772 0.326807 7.305553 1.620047 1.285714 0.275617 0.340416 9.711805 1.620047 1.335165 0.276464 0.354066 12.33409 1.620047 1.384615 0.277312 0.367758 15.15434 1.620047 1.434066 0.278161 0.381493 18.15750 1.620047 1.483516 0.279011 0.395269 21.33051 1.620047 1.500000 0.279295 0.399870 24.66164 1.620047 END FTABLE 3 FTABLE 1 66 5 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** HydroMod 9/24/2021 12:00:18 PM Page 47 (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.166025 0.000000 0.200000 0.000000 0.200000 0.166025 0.000242 0.200000 0.000000 0.400000 0.166025 0.001351 0.200000 0.000000 0.600000 0.166025 0.003677 0.200000 0.000000 0.800000 0.166025 0.007448 0.200000 0.000000 1.000000 0.166025 0.012836 0.200000 0.000000 1.200000 0.166025 0.019965 0.200000 0.000000 1.400000 0.166025 0.027037 0.200000 0.000000 1.600000 0.166025 0.037713 0.200000 0.000000 1.800000 0.166025 0.052854 0.200000 0.000000 2.000000 0.166025 0.070135 0.200000 0.000000 2.200000 0.166025 0.090149 0.200000 0.000000 2.400000 0.166025 0.112218 0.200000 0.000000 2.600000 0.166025 0 .135844 0.200000 0.000000 2.800000 0.166025 0.160674 0.200000 0.000000 3.000000 0.166025 0.186428 0.200000 0.000000 3.200000 0.166025 0.212859 0.200000 0.000000 3.400000 0.166025 0.239745 0.200000 0.000000 3.600000 0.166025 0.266879 0.200000 0.000000 3.800000 0.166025 0.294057 0.200000 0.000000 4.000000 0.166025 0.321074 0.200000 0.000000 4.200000 0.166025 0.347719 0.200000 0.000000 4.400000 0.166025 0.373763 0.200000 0.000000 4.600000 0.166025 0.398943 0.200000 0.000000 4.800000 0.166025 0.422919 0.200000 0.000000 5.000000 0.166025 0.445055 0.200000 0.000000 5.200000 0.166025 0.464855 0.200000 0.000000 5.400000 0.166025 0.483578 0.200000 0.000000 5.600000 0.166025 0.500957 0.200000 0.000000 5.800000 0.166025 0.516673 0.200000 0.000000 6.000000 0.166025 0.530628 0.200000 0.000000 6.200000 0.166025 0.542155 0.200000 0.000000 6.400000 0.166025 0.549946 0.200000 0.000000 6.600000 0.166025 0.557179 0.200000 0.000000 6.800000 0.166025 0.563243 0.200000 0.000000 7.000000 0.166025 0.567361 0.200000 0.000000 7.100000 0.166025 0.569508 0.200000 11.12151 7.200000 0.166025 0.571733 0.200000 15. 72819 7.300000 0.166025 0.574024 0.200000 19.26302 7.400000 0.166025 0.576368 0.200000 22.24302 7.500000 0.166025 0.578755 0.200000 24.86845 7.600000 0.166025 0.581175 0.200000 27.24202 7.700000 0.166025 0.583618 0.200000 29.42475 7.800000 0.166025 0.586075 0.200000 31.45638 7.900000 0.166025 0.588537 0.200000 33.36453 8.000000 0.166025 0.590995 0.200000 35.16930 8.100000 0.166025 0.593441 0.200000 36.88587 8.200000 0.166025 0.595864 0.200000 38.52604 8.300000 0.166025 0.598256 0.200000 40.09917 8.400000 0.166025 0.600607 0.200000 41.61288 8.500000 0.166025 0.602905 0.200000 43.07342 8.600000 0.166025 0.605140 0.200000 44.48604 8.700000 0.166025 0.607299 0.200000 45.85516 8.800000 0.166025 0.609365 0.200000 47.18457 8.900000 0.166025 0.611323 0.200000 48.47753 9.000000 0.166025 0.613146 0.200000 49.73690 9.100000 0.166025 0.614801 0.200000 50. 96516 9.200000 0.166025 0.616212 0.200000 52.16450 9.300000 0.166025 0.617263 0.200000 53.33688 9.400000 0.166025 0.618245 0.200000 54.48405 9.500000 0.166025 0.619165 0.200000 55.60755 9.600000 0.166025 0.620010 0.200000 56.70879 9.700000 0.166025 0.620767 0.200000 57.78906 9.800000 0.166025 0.621417 0.200000 58.84949 9.900000 0.166025 0.621926 0.200000 59.89116 10.00000 0.166025 0.622208 0.200000 60.91501 END FTABLE 1 FTABLE 7 56 5 HydroMod 9/24/2021 12:00:18 PM Page 48 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.216001 0.000000 0.000000 0.000000 0.200000 0.216001 0.040614 0.018962 0.018962 0.400000 0.216001 0.081228 0.026817 0.026817 0.600000 0.216001 0.121842 0.032844 0.032844 0.800000 0.216001 0.162455 0.037925 0.037925 1.000000 0.216001 0.203069 0.042401 0.042401 1.200000 0.216001 0.243683 0.046448 0.046448 1.400000 0.216001 0.284297 0.050170 0.050170 1.600000 0.216001 0.324911 0.053634 0.053634 1.800000 0.216001 0.365525 0.056887 0.056887 2.000000 0.216001 0.406139 0.059964 0. 059964 2.200000 0.216001 0.446753 0.062891 0.062891 2.400000 0.216001 0.487366 0.065688 0.065688 2.600000 0.216001 0.527980 0.068370 0.068370 2.800000 0.216001 0.568594 0.070951 0.070951 3.000000 0.216001 0.609208 0.073441 0.073441 3.200000 0.216001 0.649822 0.075850 0.075850 3.400000 0.216001 0.690436 0.078184 0.078184 3.600000 0.216001 0.731050 0.080451 0.080451 3.800000 0.216001 0.771663 0.082655 0.082655 4.000000 0.216001 0. 812277 0.084803 0.084803 4.200000 0.216001 0.852891 0.086897 0.086897 4.400000 0.216001 0.893505 0.088942 0.088942 4.600000 0.216001 0.934119 0.090941 0.090941 4.800000 0.216001 0.974733 0.092897 0.092897 5.000000 0.216001 1.015347 0.094812 0.094812 5.200000 0.216001 1. 055961 0.096690 0.096690 5.400000 0.216001 1. 096574 0.098532 0.098532 5.600000 0.216001 1. 137188 0.100340 0.100340 5.800000 0.216001 1.177802 0.102116 0.102116 6.000000 0.216001 1.218416 0.103861 0.103861 6.200000 0.216001 1.259030 0.105578 0.105578 6.400000 0.216001 1.299644 0.107268 0.107268 6.600000 0.216001 1.340258 0.108931 0.108931 6.800000 0.216001 1. 380871 0. 110569 0. 110569 7.000000 0.216001 1.421485 0.112183 0.112183 7.200000 0.216001 1.462099 0.113775 0.113775 7.400000 0.216001 1. 502713 0.115344 0. 115344 7.600000 0.216001 1.543327 0.116892 0.116892 7.800000 0.216001 1.583941 0. 118420 0.118420 8.000000 0.216001 1.624555 0.119929 0.119929 8.200000 0.216001 1.665169 0.121419 0.121419 8.400000 0.216001 1.705782 0.122891 0.122891 8.600000 0.216001 1.746396 0.124345 0.124345 8.800000 0.216001 1.787010 0.125782 0.125782 9.000000 0.216001 1.827624 0.127204 0.127204 9.100000 0.216001 1.847931 1.637690 1.637690 9.200000 0.216001 1.868238 4.395099 4.395099 9.300000 0.216001 1.888545 7.957487 7.957487 9.400000 0.216001 1.908852 12.15595 12.15595 9.500000 0.216001 1.929159 16.87689 16.87689 9.600000 0.216001 1.949466 22.02480 22.02480 9.700000 0.216001 1.969772 27.50928 27. 50928 9.800000 0.216001 1.990079 33.23987 33.23987 9.900000 0.216001 2.010386 39.12422 39.12422 10.00000 0.216001 2.030693 45.06811 45.06811 END FTABLE 7 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tern strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 1 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 1 IMPLND 1 999 EXTNL PETINP WDM 22 IRRG ENGL 0.7 SAME PERLND 43 EXTNL SURLI WDM 22 IRRG ENGL 0.7 SAME PERLND 45 EXTNL SURLI HydroMod 9/24/2021 12:00:18 PM Page 49 WDM 22 IRRG ENGL 0.7 SAME PERLND 46 EXTNL SURLI WDM 22 IRRG ENGL 0.7 SAME PERLND 48 EXTNL SURLI WDM 2 PREC ENGL 1 RCHRES 3 EXTNL PREC WDM 2 PREC ENGL 1 RCHRES 5 EXTNL PREC WDM 1 EVAP ENGL 0.5 RCHRES 3 EXTNL POTEV WDM 1 EVAP ENGL 0.7 RCHRES 4 EXTNL POTEV WDM 1 EVAP ENGL 0.5 RCHRES 5 EXTNL POTEV WDM 1 EVAP ENGL 0.7 RCHRES 6 EXTNL POTEV END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tern strg strg*** COPY 1 OUTPUT MEAN 1 1 12.1 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 12.1 WDM 801 FLOW ENGL REPL COPY 601 OUTPUT MEAN 1 1 12.1 WDM 901 FLOW ENGL REPL RCHRES 7 HYDR RO 1 1 1 WDM 1002 FLOW ENGL REPL RCHRES 7 HYDR 0 1 1 1 WDM 1003 FLOW ENGL REPL RCHRES 7 HYDR 0 2 1 1 WDM 1004 FLOW ENGL REPL RCHRES 7 HYDR STAGE 1 1 1 WDM 1005 STAG ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 6 RCHRES ROFLOW RCHRES INFLOW END MASS-LINK 6 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 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 MASS-LINK 16 RCHRES ROFLOW COPY INPUT MEAN END MASS-LINK 16 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 HydroMod 9/24/2021 12:00:18 PM Page 50 MASS-LINK 18 RCHRES OFLOW OVOL END MASS-LINK 18 END MASS-LINK END RUN HydroMod 2 COPY INPUT MEAN 9/24/2021 12:00:18 PM Page 51 Predeveloped HSPF Message File HydroMod 9/24/2021 12:00:18 PM Page 52 Mitigated HSPF Message File HydroMod 9/24/2021 12:00:18 PM Page 53 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 HydroMod 9/24/2021 12:00:18 PM Page 54 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: OOTypical maintenance indicators and actions for proposed structural BMP(s) based on Section 7.7 of the BMP Design Manual Final Design level submittal: Attachment 3 must identify: □ Specific maintenance indicators and actions for proposed structural BMP(s). This shall be based on Section 7.7 of the BMP Design Manual and enhanced to reflect actual proposed components of the structural BMP(s) □ How to access the structural BMP(s) to inspect and perform maintenance □ Features that are provided to facilitate inspection (e.g., observation ports, cleanouts, silt posts, or other features that allow the inspector to view necessary components of the structural BMP and compare to maintenance thresholds) □ Manufacturer and part number for proprietary parts of structural BMP(s) when applicable □ Maintenance thresholds for BMPs subject to siltation or heavy trash(e.g., silt level posts or other markings shall be included in all BMP components that will trap and store sediment, trash, and/or debris, so that the inspector may determine how full the BMP is, and the maintenance personnel may determine where the bottom of the BMP is . If required, posts or other markings shall be indicated and described on structural BMP plans.) □ Recommended equipment to perform maintenance □ When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management Chapter 7: Long Term Operation and Maintenance 7.7.1 Maintenance of Vegetated Infiltration or Filtration BMPs "Vegetated infiltration or filtration BMPs" are BMPs that include vegetation as a component of the BMP. Applicable Fact Sheets may include INF-2 (bioretention in Appendix E.9), PR-1 (biofiltration with partial retention in Appendix E.11), BF-1 (biofiltration in Appendix E.12) or FT-1 (vegetated 7-7 February 2016 Chapter 7: Long Term Operation and Maintenance swale in Appendix E.15)*. The vegetated BMP may or may not include amended soils, subsurface gravel layer, underdrain, and/ or impermeable liner. The project civil engineer is responsible for determining which maintenance indicators and actions shown below are applicable based on the components of the structural BMP. TABLE 7-2. Maintenance Indicators and Actions for Vegetated BMPs .. l Typical Maintenance Maintenance Actions Indicator(s) for Vegetated BMPs ' Accumulation of sediment, litter, or Remove and properly dispose of accumulated materials, without debris damage to the vegetation. Poor vegetation establishment Re-seed, re-plant, or re-establish vegetation per original plans. Overgrown vegetation Mow or trim as appropriate, but not less than the design height of the vegetation per original plans when applicable ( e.g. a vegetated swale may require a minimum vegetation height). Erosion due to concentrated irrigation Repair/ re-seed/ re-plant eroded areas and adjust the irngaaon flow system . Erosion due to concentrated storm Repair/ re-seed/ re-plant eroded areas, and make appropriate water runoff flow corrective measures such as adding erosion control blankets, adding stone at flow entry points, or minor re-grading to restore proper drainage according to the original plan. If the issue is not corrected by restoring the BMP to the original plan and grade, the City Engineer shall be contacted prior to any additional repairs or reconstruction. Standing water in vegetated swales used Make appropriate corrective measures such as adjusting irrigation for pretreatment and/or site design system, removing obstructions of debris or invasive vegetation, BMPs loosening or replacing top soil to allow for better infiltration, or minor re-grading for proper drainage. If the issue is not corrected by res toring the BMP to the original plan and grade, the City E ngineer shall be contacted pnor to any additional repairs or reconstruction. Standing water in bioreten tion, Make appropriate corrective measures such as biofiltration with partial retention, or inspecting/unclogging orifice opening, adjusting irrigation system, biofiltration areas, or flow-through removing obstructions of debris or invasive vegetation, clearing planter boxes* for longer than 96 hours underdrains (where applicable), or repairing/replacing clogged or following a storm event** compacted soils. Obstructed inlet or o utlet structure Clear obstructions. Damage to structural components such Repair or replace as applicable. as weirs, inlet or outlet structures **These BMPs typically include a surface ponding layer as part of their function which may take 96 hours to drain following a storm event. • Vegetated swales and flo w-through planter boxes in regards to flow-thru treatment control BMPs are not options as structural BMPs. Carlsbad has not adopted an Alternative Compliance Program. 7-8 February 2016 Chapter 7: Long Term Operation and Maintenance 7. 7 .4 Maintenance of Detention BMPs "Detention BMPs" includes basins, cisterns, vaults, and underground galleries that are primarily designed to store runoff for controlled release to downstream systems. For the purpose of the maintenance discussion, this category does not include an infiltration component (re fer to "vegetated infiltration or filtration BMPs" or "non-vegetated infiltration BMPs" above). Applicable Fact Sheets may include HU-1 (cistern in Appendix E.7) or FT-4 (extended detention basin in Appendix E.18) *. There are many possible configurations of above ground and underground detention BMPs, including both proprietary and non-proprietary systems. The project civil engineer is responsible for determining which maintenance indicators and actions shown below are applicable based on the components of the structural BMP. • Extended detention basin in regards to flow-thru treatment control BMPs is not an option as a structural BMP. Carlsbad has not adopted an Alternative Compliance Program. 7-10 February 2016 I Chapter 7: Long Term Operation and Maintenance TABLE 7-5. Maintenance Indicators and Actions for Detention BMPs Typical Maintenance lndicator(s) Maintenance Actions for Detention Basins Poor vegetation establishment Re-seed, re-establish vegetation. Overgrown vegetation Mow or trim as appropriate. Erosion due to concentrated irrigation Repair/ re-seed/ re-plant eroded areas and adjust the irrigation flow system. Erosion due concentrated Repair/ re-seed/ re-plant eroded areas and make appropriate to storm corrective measures such as adding erosion control blankets, adding water runoff flow stone at flow entry points, or re-grading where necessary. Accumulation of sediment, litter, or Remove and properly dispose of accumulated materials. debris Make appropriate corrective measures such as adjusting irrigation Standing water system, removing obstructions of debris or invasive vegetation, or minor re-grading for proper drainage. Obstructed inlet or outlet structure Clear obstructions. Damage to structural components such Repair or replace as applicable. as weirs, inlet or outlet structures 7-11 February 2016 Bio ~Clean A Forterra Company Urban Pond™ A Stormwater Storage Solution INSPECTION & MAI TE MA UA NCE 5796 Armada Drive Suite 250 I Carlsbad, CA 92008 I 855.566.3938 stormwater@forterrabp.com I bioclea ne nvi ron menta I.com '-----~---- .. ' , , Bio~Clean ·--URBAN POND INSPECTION & MAINTENANCE Inspection and maintenance of the Urban Pond underground detention, retention, or infiltration system is vital for the performance and life cycle of the stormwater management system. All local, state, and federal permits and regulations must be followed for system compliance. Manway access locations are provided on each system for ease of ingress and egress for routine inspection and maintenance activities. Stormwater regulations require that all BMPs be inspected and maintained to ensure they are operating as designed and providing protection to receiving water bodies. It is recommended that inspections be performed multiple times during the first year to assess the site specific conditions. Inspection after the first significant rainfall event and at quarterly intervals is typical. This is recommended because pollutant loading and pollutant characteristics can vary greatly from site to site. Variables such as nearby soil erosion or construction sites, winter sanding on roads, amount of daily traffic and land use can increase pollutant loading on the system. The first year of inspections can be used to set inspection and maintenance intervals for subsequent years to ensure appropriate maintenance is provided. Without appropriate maintenance a BMP can exceed its storage capacity, become blocked, or damaged, which can negatively affect its continued performance. Inspection Equipment Following is a list of equipment to allow for simple and effective inspection of the underground detention, retention, or infiltration system: • Bio Clean Environmental Inspection and Maintenance Report Form • Flashlight • Manhole hook or appropriate tools to access hatches and covers • Appropriate traffic control signage and procedures • Measuring pole and/or tape measure • Protective clothing and eye protection • Note: Entering a confined space requires appropriate safety and certification. It is generally not required for routine inspections of the system. Inspection Steps The key to any successful stormwater BMP maintenance program is routine inspections. The inspection steps required on the Urban Pond underground detention, retention, or infiltration system are quick and easy. As mentioned above, the first year should be seen as the maintenance interval establishment phase. During the first year more frequent inspections should occur in order 1 I P c1 g e Bio~Clean to gather loading data and maintenance requirements for that specific site. This information can be used to establish a base for long term inspection and maintenance interval requirements. The Urban Pond underground detention, retention, or infiltration system can be inspected though visual observation without entry into the system. All necessary pre-inspection steps must be carried out before inspection occurs, especially traffic control and other safety measures to protect the inspector and nearby pedestrians from any dangers associated with an open access hatch or manhole. Once these access covers have been safely opened the inspection process can proceed: • Prepare the inspection form by writing in the necessary information including project name, location, date & time, unit number and other information (see inspection form). • Observe the upstream drainage area and look for sources of pollution, sediment, trash and debris. • Observe the inside of the system through the access manholes. If minimal light is available and vision into the unit is impaired, utilize a flashlight to see inside the system and all of its modules. • Look for any out of the ordinary obstructions in the inflow and outflow pipes. Check pipes for movement or leakage. Write down any observations on the inspection form. • Observe any movement of modules. • Observe concrete for cracks and signs of deterioration. • In detention and retention systems inspect for any signs of leakage. • In infiltration systems inspect for any signs of blockage or reasons that the soils are not i nfi ltrati ng. • Through observation and/or digital photographs, estimate the amount of floatable debris accumulated in the system. Record this information on the inspection form. Next, utilizing a tape measure or measuring stick, estimate the amount of sediment accumulated in the system. Sediment depth may vary throughout the system, depending on the flow path. Record this depth on the inspection form. • Finalize inspection report for analysis by the maintenance manager to determine if maintenance is required. Maintenance Indicators Based upon observations made during inspection, maintenance of the system may be required based on the following indicators: • Damaged inlet and outlet pipes. • Obstructions in the system or its inlet or outlet. • Excessive accumulation of floatables. • Excessive accumulation of sediment of more than 6" in depth. • Damaged joint sealant. ., ' . Bio~Clean AFort.,..~ Maintenance Equipment While maintenance can be done fully by hand it is recommended that a vacuum truck be utilized to minimize time requirements required to maintain the Urban Pond underground detention, retention, or infiltration system: • Bio Clean Environmental Inspection and Maintenance Report Form • Flashlight • Manhole hook or appropriate tools to access hatches and covers • Appropriate traffic control signage and procedures • Measuring pole and/or tape measure • Protective clothing and eye protection • Vacuum truck • Trash can • Pressure washer • Note: Entering a confined space requires appropriate safety and certification. It is generally not required for routine inspections of the system. Entry into the system will be required if maintenance is required. Maintenance Pnxedures It is recommended that maintenance occurs at least three days after the most recent rain event to allow for drain down of the system and any upstream detention systems designed to drain down over an extended period of time. Maintaining the system while flows are still entering it will increase the time and complexity required for maintenance. Once all safety measures have been set up cleaning of the system can proceed as follows: • Using an extension on a boom on the vacuum truck, position the hose over the opened manway and lower into the system. Remove all floating debris, standing water (as needed) and sediment from the system. A power washer can be used to assist if sediments have become hardened and stuck to the walls and columns. Repeat the same procedure at each manway until the system has been fully maintained. Be sure not to pressure wash the infiltration area as it may scour. If maintenance requires entry into the vault: • Following rules for confined space entry use a gas meter to detect the presence of any hazardous gases. If hazardous gases are present do not enter the vault. Follow appropriate confined space procedures, such as utilizing venting system, to address the hazard. Once it is determined to be safe, enter utilizing appropriate entry equipment such as a ladder and tripod with harness. 31Page Bio~Clean Af'ort:9TaCompany • The last step is to close up and replace all manhole covers and remove all traffic control. • All removed debris and pollutants shall be disposed of following local and state requirements. For Maintenance Services please contact Bio Clean at 760-433-7640, or email info@biocleanenvironmental.com. 41Page f I I -,,. .. . .. P SI Pacific Southwest Industries ENGINEERED -PUMPS/FLUID HANDLING & DISPOSAL SYSTEMS -PACKAGED LIFT STATIONS LIFT STATION REQUIRED MAINTENANCE The lift station should be inspected twice a year for proper operation, and should be checked for overabundance of solid matter such as grease and soap buildup. Proper operation and inspection would include the following: 1) Automatic operation of the system by float activation. One pump starting at lead on levels, second pump starting at high level conditions; manual operation by use of the selector switches. 2) Inspect floats for proper elevation and for proper movement. Correct any obstructions. 3) Check incoming power for proper voltage. Check voltage at motor connections. 4) Check amperage of each motor. 5) Hose down lift station to clean the walls of the wet well, pumps and floats. MECHANICAL SEAL INSPECTION OF PUMPS Inspection of the mechanical seals should be done every two years. The inspection will include the following: Pull pump out of wet well. Remove oil seal plug and inspect the oil for clarity. Clear oil indicates no water intrusion and chamber is to be topped off with 30 weight turbine oil. If oil is cloudy the mechanical seal and oil needs to be replaced. PSI recommends that preventive maintenance and service be performed by a qualified technician. Any question regarding your lift station should be directed to Scott Richardson at 800- 358-9095. PO Box 520 Lake Elsinore, CA 92531-18541 Collier Ave., Lake Elsinore, CA 92530 (800) 358-9095 (909) 674-2144 fax (909) 674-9444 CSL #583052 www.psipumps.com Email: info@psipumps.com ATTACHMENT 4 City standard Single Sheet BMP (SSBMP) Exhibit [Use the City's standard Single Sheet BMP Plan.]