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Home My WebLink AboutMS 05-10; EUCALYPTUS LANE; STORM WATER QUALITY MANAGEMENT PLAN (SWQMP); 2022-06-03CITY OF CARLSBAD PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR 4984 EUCALYPTUS LANE MS 05-10, PCD 05-03, HDP 05-10, SUP 05-12, CDP 05-49, SCE 05-10(A) ENGINEER OF WORK: [DAVID YEH, RCE 62717 EXP. 6/30/2022] PREPARED FOR: SUMMIT WEST REAL ESTATE, INC. 2652 LA COSTA AVE. CARLSBAD, CA 92009 (760) 476-3544 PREPARED BY: LANDMARK CONSULTING 9555 GENESEE AVE. SUITE 200 SAN DIEGO, CA 92121 (858) 587-8070 DATE: REV: 6/3/2022 22 TABLE OF CONTENTS Certification Page Project Vicinity Map FORM E-34 Storm Water Standard Questionnaire Site Information FORM E-36 Standard Project Requirement Checklist Summary of PDP Structural BMPs Attachment 1: Backup for PDP Pollutant Control BMPs Attachment 1a: DMA Exhibit Attachment 1b: Tabular Summary of DMAs and Design Capture Volume Calculations Attachment 1c: Harvest and Use Feasibility Screening (when applicable) Attachment 1d: Categorization of Infiltration Feasibility Condition (when applicable) Attachment 1e: Pollutant Control BMP Design Worksheets / Calculations Attachment 2: Backup for PDP Hydromodification Control Measures Attachment 2a: Hydromodification Management Exhibit Attachment 2b: Management of Critical Coarse Sediment Yield Areas Attachment 2c: Geomorphic Assessment of Receiving Channels Attachment 2d: Flow Control Facility Design Attachment 3: Structural BMP Maintenance Thresholds and Actions Attachment 4: Single Sheet BMP (SSBMP) Exhibit CERTIFICATION PAGE Project Name: EUCALYPTUS LANE Project ID: I hereby declare that I am the Engineer in Responsible Charge of design of storm water BMPs for this project, and that I have exercised responsible charge over the design of the project as defined in Section 6703 of the Business and Professions Code, and that the design is consistent with the requirements of the BMP Design Manual, which is based on the requirements of SDRWQCB Order No. R9-2013-0001 (MS4 Permit) or the current Order. I have read and understand that the City Engineer has adopted minimum requirements for managing urban runoff, including storm water, from land development activities, as described in the BMP Design Manual. I certify that this SWQMP has been completed to the best of my ability and accurately reflects the project being proposed and the applicable source control and site design BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I understand and acknowledge that the plan check review of this SWQMP by the City Engineer is confined to a review and does not relieve me, as the Engineer in Responsible Charge of design of storm water BMPs for this project, of my responsibilities for project design. Engineer of Work's Signature, PE Number & Expiration Date David Yeh Print Name Landmark Consulting Company 4/04/2022 Date 62717, 6/30/22 20 PROJECT VICINITY MAP E-34 Page 1 of 4 REV 02/16 Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov STORM WATER STANDARDS QUESTIONNAIRE E-34 INSTRUCTIONS: To address post-development pollutants that may be generated from development projects, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual, refer to the Engineering Standards (Volume 5). This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to ‘STANDARD PROJECT’ requirements or be subject to ‘PRIORITY DEVELOPMENT PROJECT’ (PDP) requirements. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the city. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A completed and signed questionnaire must be submitted with each development project application. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. PROJECT INFORMATION PROJECT NAME: PROJECT ID: ADDRESS: APN: The project is (check one): New Development Redevelopment The total proposed disturbed area is: ________ ft2 (________) acres The total proposed newly created and/or replaced impervious area is: ________ ft2 (________) acres If your project is covered by an approved SWQMP as part of a larger development project, provide the project ID and the SWQMP # of the larger development project: Project ID SWQMP #: Then, go to Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. E-34 Page 2 of 4 REV 02/16 STEP 1 TO BE COMPLETED FOR ALL PROJECTS To determine if your project is a “development project”, please answer the following question: YES NO Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? If you answered “yes” to the above question, provide justification below then go to Step 5, mark the third box stating “my project is not a ‘development project’ and not subject to the requirements of the BMP manual” and complete applicant information. Justification/discussion: (e.g. the project includes only interior remodels within an existing building): If you answered “no” to the above question, the project is a ‘development project’, go to Step 2. STEP 2 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: Is your project LIMITED to one or more of the following: YES NO 1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non-erodible permeable areas; b) Designed and constructed to be hydraulically disconnected from paved streets or roads; c) Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets guidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in accordance with the USEPA Green Streets guidance? 3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? If you answered “yes” to one or more of the above questions, provide discussion/justification below, then go to Step 5, mark the second box stating “my project is EXEMPT from PDP …” and complete applicant information. Discussion to justify exemption ( e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): If you answered “no” to the above questions, your project is not exempt from PDP, go to Step 3. E-34 Page 3 of 4 REV 02/16 STEP 3 TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1)): YES NO 1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 2. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 3. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside development project includes development on any natural slope that is twenty-five percent or greater. 5. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. 6. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a street, road, highway freeway or driveway? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. 7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? “Discharging Directly to” includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not commingled with flows from adjacent lands).* 8. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface that supports an automotive repair shop? An automotive repair shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. 9. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes RGO’s that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles per day. 10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land and are expected to generate pollutants post construction? 11. Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC 21.203.040) If you 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 stating “My project is a ‘STANDARD PROJECT’…” and complete applicant information. SITE INFORMATION CHECKLIST Project Summary Information Project Name: 4984 Eucalyptus Lane Project ID MS 05-10, SCE 05-10(A) Project Address 4984 Eucalyptus Lane Carlsbad, CA 92009 Assessor's Parcel Number(s) (APN(s)) 208-040-12 Project Watershed (Hydrologic Unit) Carlsbad 904 Parcel Area 1.134 Acres (49,397 Square Feet) Existing Impervious Area (subset of Parcel Area) 3,300 Square Feet Area to be disturbed by the project (Project Area) 0.91 Acres (39,640 Square Feet) Project Proposed Impervious Area (subset of Project Area) 0.50* Acres (21770 Square Feet) Project Proposed Pervious Area (subset of Project Area) 0.41 Acres (17870 Square Feet) Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the Project. This may be less than the Parcel Area. *Impervious area includes driveways, sidewalk and future build-out conditions such as building footprint, walkways, and patios (assumed 4,500sf per lot). Description of Existing Site Condition and Drainage Patterns Current Status of the Site (select all that apply):  Existing development  Previously graded but not built out  Agricultural or other non-impervious use ☑ Vacant, undeveloped/natural Description / Additional Information: Existing Land Cover Includes (select all that apply): ☑ Vegetative Cover  Non-Vegetated Pervious Areas  Impervious Areas Description / Additional Information: Underlying Soil belongs to Hydrologic Soil Group (select all that apply):  NRCS Type A  NRCS Type B  NRCS Type C ☑ NRCS Type D Approximate Depth to Groundwater (GW):  GW Depth < 5 feet  5 feet < GW Depth < 10 feet  10 feet < GW Depth < 20 feet ☑ GW Depth > 20 feet Existing Natural Hydrologic Features (select all that apply):  Watercourses  Seeps  Springs  Wetlands ☑ None Description / Additional Information: Description of Existing Site Topography and Drainage [How is storm water runoff conveyed from the site? At a minimum, this description should answer (1) whether existing drainage conveyance is natural or urban; (2) describe existing constructed storm water conveyance systems, if applicable; and (3) is runoff from offsite conveyed through the site? if so, describe]: A high point exists at the norther portion of the project site. Runoff drains north from the high point, down an existing slope and is collected by an existing brow ditch and catch basin. This runoff is directed towards El Camino Real and collected within an existing storm drain system. The runoff from remaining portion of the existing project site sheet flows from the north to the south across the vacant lot towards Eucalyptus Lane. The runoff is then conveyed easterly via curb and gutter along Eucalyptus Lane until it enters a curb inlet at the northwesterly corner of the intersection of Crestview Drive and Eucalyptus Lane, roughly 500 feet east of the project site. The existing storm drain conveys the water northerly to El Camino Real and then easterly where it discharges into the natural areas to the south. The ultimate discharge location is the Agua Hedionda Lagoon. Description of Proposed Site Development and Drainage Patterns Project Description / Proposed Land Use and/or Activities: The project site will be graded into 3 separate pads for future single-family residences. No home construction is proposed for this project. List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features): This project proposes a driveway that will connect Eucalyptus Lane to the 3 proposed residences. Although no home construction is proposed as a part of this project, 4,500 sf of impervious area, including rooftops and walkways, is assumed for each pad. List/describe proposed pervious features of the project (e.g., landscape areas): The remaining portion of the project that is not driveway or proposed residences will be pervious landscaped areas. There are also 4 proposed infiltration basins on-site designed to treat storm runoff from the ultimate build-out conditions as well as providing hydromodification mitigation for the increase in impervious area. Does the project include grading and changes to site topography? ☑ Yes  No Description / Additional Information: The project proposes to grade the existing project site into 3 separate pads for future single-family residences. Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)? ☑ Yes  No Description / Additional Information: The runoff from the site will be directed into the proposed biofiltration/bioretention basins. The basins on parcels 2 and 3 will be connected via underdrains to an onsite storm drain system that discharges any potential overflow from a high-intensity storm into the gutter on Eucalyptus Lane through a curb outlet. The runoff from parcel 1 and the proposed driveways will be directed into two biofiltration basins. The overflow from these basins will be discharge through curb outlets located at the low point of the basin. Overall, the drainage pattern will remain the same as pre-development, with the runoff from the project site discharging onto Eucalyptus Lane. Identify whether any of the following features, activities, and/or pollutant source areas will be present (select all that apply): ☑On-site storm drain inlets  Interior floor drains and elevator shaft sump pumps  Interior parking garages ☑Need for future indoor & structural pest control ☑Landscape/Outdoor Pesticide Use ☑Pools, spas, ponds, decorative fountains, and other water features  Food service  Refuse areas  Industrial processes  Outdoor storage of equipment or materials  Vehicle and Equipment Cleaning  Vehicle/Equipment Repair and Maintenance  Fuel Dispensing Areas  Loading Docks ☑Fire Sprinkler Test Water  Miscellaneous Drain or Wash Water  Plazas, sidewalks, and parking lots Identification of Receiving Water Pollutants of Concern Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable): The on-site runoff will be directed onto Eucalyptus Lane via curb outlet. The runoff will be conveyed easterly and enter and existing curb inlet at the intersection of Crestview Drive and Eucalyptus Lane. The storm drain conveys water northerly to El Camino Real and then easterly until it discharges into Agua Hedionda Creek to the south. Agua Hedionda Creek discharges into 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 Enterococcus, Fecal Coliform, Manganese, Phosphorus, Selenium, Total Nitrogen, TDS, Toxicity Identification of Project Site Pollutants Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see BMP Design Manual Appendix B.6): Pollutant Not Applicable to the Project Site Anticipated from the Project Site Also a Receiving Water Pollutant of Concern Sediment X Nutrients X X Heavy Metals X Organic Compounds X Trash & Debris X Oxygen Demanding Substances X Oil & Grease X Bacteria & Viruses X X Pesticides X X Hydromodification Management Requirements Do hydromodification management requirements apply (see Section 1.6 of the BMP Design Manual)? ☑ Yes, hydromodification management flow control structural BMPs required.  No, the project will discharge runoff directly to existing underground storm drains discharging directly to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean.  No, the project will discharge runoff directly to conveyance channels whose bed and bank are concrete-lined all the way from the point of discharge to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean.  No, the project will discharge runoff directly to an area identified as appropriate for an exemption by the WMAA for the watershed in which the project resides. Description / Additional Information (to be provided if a 'No' answer has been selected above): Critical Coarse Sediment Yield Areas* *This Section only required if hydromodification management requirements apply Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas exist within the project drainage boundaries?  Yes ☑No, No critical coarse sediment yield areas to be protected based on WMAA maps If yes, have any of the optional analyses presented in Section 6.2 of the BMP Design Manual been performed?  6.2.1 Verification of Geomorphic Landscape Units (GLUs) Onsite  6.2.2 Downstream Systems Sensitivity to Coarse Sediment  6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite ☑ 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: Flow Control for Post-Project Runoff* *This Section only required if hydromodification management requirements apply List and describe point(s) of compliance (POCs) for flow control for hydromodification management (see Section 6.3.1). For each POC, provide a POC identification name or number correlating to the project's HMP Exhibit and a receiving channel identification name or number correlating to the project's HMP Exhibit. There are 2 POCs within the post development project site. POC-1 is located at the northeastern corner of the project site. The runoff from this portion drains from an existing high point that was to remain meaning pre and post development rates and frequencies were the same. POC-2 is located on Eucalyptus Lane at the southeastern corner of the project site where the remaining runoff from the project site is directed - POC-1: Located at the northeasterly most corner of the project site - POC-2: Located at southeasterly corner of project site in gutter on Eucalyptus Lane. By comparing only on-site runoff and no run-on, the analysis is conservative due to the lower pre-development flows. Has a geomorphic assessment been performed for the receiving channel(s)? ☑ No, the low flow threshold is 0.1Q2 (default low flow threshold)  Yes, the result is the low flow threshold is 0.1Q2  Yes, the result is the low flow threshold is 0.3Q2  Yes, the result is the low flow threshold is 0.5Q2 If a geomorphic assessment has been performed, provide title, date, and preparer: Discussion / Additional Information: (optional) Other Site Requirements and Constraints When applicable, list other site requirements or constraints that will influence storm water management design, such as zoning requirements including setbacks and open space, or City codes governing minimum street width, sidewalk construction, allowable pavement types, and drainage requirements. None. Optional Additional Information or Continuation of Previous Sections As Needed This space provided for additional information or continuation of information from previous sections as needed. [Insert City’s Standard Project Requirement Checklist Form E-36 (here)] E-36 Page 1 of 4 Revised 03/16 Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Project Information Project Name: Project ID: DWG No. or Building Permit No.: Source Control BMPs 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 for information to implement source control BMPs shown in this checklist. Answer each category below pursuant to the following. x "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. x "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. x "N/A" means the BMP is not applicable at the project site because the project does not include the feature that is addressed by the BMP (e.g., the project has no outdoor materials storage areas). Discussion/justification may be provided. Source Control Requirement Applied? SC-1 Prevention of Illicit Discharges into the MS4 Yes No N/A Discussion/justification if SC-1 not implemented: SC-2 Storm Drain Stenciling or Signage 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 Dispersal Yes No N/A Discussion/justification if SC-3 not implemented: Eucalyptus Lane MS 05-10, PCD 05-03, HDP 05-10, SUP 05-12, CDP 05-49, SCE 05-10(A) 512-5A ✔ ✔ ✔ E-36 Page 2 of 4 Revised 03/16 Source Control Requirement (continued) Applied? SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, Runoff, and Wind Dispersal Yes No N/A Discussion/justification if SC-4 not implemented: SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal 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 guidance). On-site storm drain inlets Yes No N/A Interior floor drains and elevator shaft sump pumps Yes No N/A Interior parking garages Yes No N/A Need for future indoor & structural pest control Yes No N/A Landscape/Outdoor Pesticide Use Yes No N/A Pools, spas, ponds, decorative fountains, and other water features Yes No N/A Food service Yes No N/A Refuse areas Yes No N/A Industrial processes Yes No N/A Outdoor storage of equipment or materials Yes No N/A Vehicle and Equipment Cleaning Yes No N/A Vehicle/Equipment Repair and Maintenance Yes No N/A Fuel Dispensing Areas Yes No N/A Loading Docks Yes No N/A Fire Sprinkler Test Water Yes No N/A Miscellaneous Drain or Wash Water Yes No N/A Plazas, sidewalks, and parking lots Yes No N/A For “Yes” answers, identify the additional BMP per Appendix E.1. Provide justification for “No” answers. ✔ Post construction, post development, no outdoor work areas proposed. ✔ ✔✔ ✔ ✔ ✔✔ ✔✔ ✔✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔✔ ✔ ✔ -On site storm drain inlets - Mark all inlets with signage that states "No dumping, close to creek/lagoon." -Landscape/Outdoor Pesticide Use - minimize use of pesticides. Try to use pest resistant plants on landscaped areas. -Indoor/Structural Pest Control - Incorporate building design features to discourage pests from entry. Provide owner with integrated indoor pest information. -Pools/spas/ponds/decorative fountains -Future pools/spas/fountains shall be plumbed to sanitary sewer per local requirements. -Fire sprinkler test water - Provide a means for test water to connect back to sanitary sewer. -Vehicle and equipment cleaning/ repair and maintenance - Not allowed on site under any circumstance. E-36 Page 3 of 4 Revised 03/16 Site Design BMPs All development projects must implement site design BMPs SD-1 through SD-8 where applicable and feasible. See Chapter 4 and Appendix E.2 thru E.6 of the BMP Design Manual for information to implement site design BMPs shown in this checklist. Answer each category below pursuant to the following. x "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. x "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. x "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. Source Control Requirement Applied? SD-1 Maintain Natural Drainage Pathways and Hydrologic Features Yes No N/A Discussion/justification if SD-1 not implemented: SD-2 Conserve Natural Areas, Soils, and Vegetation Yes No N/A Discussion/justification if SD-2 not implemented: SD-3 Minimize Impervious Area Yes No N/A Discussion/justification if SD-3 not implemented: SD-4 Minimize Soil Compaction Yes No N/A Discussion/justification if SD-4 not implemented: SD-5 Impervious Area Dispersion Yes No N/A Discussion/justification if SD-5 not implemented: ✔ On-site storm drain required to route runoff to pollutant-control facilities ✔ The existing project site was an existing graded pad. This project does not consist of any natural areas to be conserved. ✔ ✔ ✔ E-36 Page 4 of 4 Revised 03/16 Source Control Requirement (continued) Applied? SD-6 Runoff Collection Yes No N/A Discussion/justification if SD-6 not implemented: SD-7 Landscaping with Native or Drought Tolerant Species Yes No N/A Discussion/justification if SD-7 not implemented: SD-8 Harvesting and Using Precipitation Yes No N/A Discussion/justification if SD-8 not implemented: ✔ Due to harvest and use feasibility analysis, the 36 hour harvest and use demand is significantly lower than 0.25 the DCV. Runoff therefore does not need to be collected. ✔ ✔ Harvest and use infeasible per required calculations on worksheet B.3-1. SUMMARY OF PDP STRUCTURAL BMPS PDP Structural BMPs All PDPs must implement structural BMPs for storm water pollutant control (see Chapter 5 of the BMP Design Manual). Selection of PDP structural BMPs for storm water pollutant control must be based on the selection process described in Chapter 5. PDPs subject to hydromodification management requirements must also implement structural BMPs for flow control for hydromodification management (see Chapter 6 of the BMP Design Manual). Both storm water pollutant control and flow control for hydromodification management can be achieved within the same structural BMP(s). PDP structural BMPs must be verified by the City at the completion of construction. This may include requiring the project owner or project owner's representative to certify construction of the structural BMPs (see Section 1.12 of the BMP Design Manual). PDP structural BMPs must be maintained into perpetuity, and the City must confirm the maintenance (see Section 7 of the BMP Design Manual). Use this form to provide narrative description of the general strategy for structural BMP implementation at the project site in the box below. Then complete the PDP structural BMP summary information sheet for each structural BMP within the project (copy the BMP summary information page as many times as needed to provide summary information for each individual structural BMP). Describe the general strategy for structural BMP implementation at the site. This information must describe how the steps for selecting and designing storm water pollutant control BMPs presented in Section 5.1 of the BMP Design Manual were followed, and the results (type of BMPs selected). For projects requiring hydromodification flow control BMPs, indicate whether pollutant control and flow control BMPs are integrated together or separate. The general strategy was to first maximize the area treated through infiltration BMPs. Therefore, Inland Engineering Technologies, Inc. performed infiltration testing on several locations on the project site on February 29 and March 1 of 2016. Section 4.0 of the report titled Infiltrometer Testing for the Proposed Project Located at 4984 Eucalyptus Lane, Carlsbad, City of San Diego, California states that a design infiltration rate of 0.5 inches per hour be used. Therefore, two bioretention areas were sized using the geotechnical Engineer’s recommended infiltration rate of 0.5 inches per hour adjacent to Eucalyptus Lane. An updated geotechnical report was prepared in May, 2018 to update the previously prepared geotechnical investigation. The geotechnical recommendations stated that no infiltration shall be located near any structures or building foundations. The report goes on to state “planters with open bottoms adjacent to structures shall be avoided. Planters should not be designed adjacent to structures unless provisions for drainage, such as catch basins, liners, and/or area drains, are made.” Because no home construction is proposed at this stage, and the proximity to fill slopes, lined biofiltration basins were proposed for the future buildings on Parcels 2 and 3. [Continue on next page as necessary.] [Continued from previous page – This page is reserved for continuation of description of general strategy for structural BMP implementation at the site.] Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BF-1A DWG 512-5A Sheet No. 3 Type of structural BMP:  Retention by harvest and use (HU-1)  Retention by infiltration basin (INF-1)  Retention by bioretention (INF-2)  Retention by permeable pavement (INF-3)  Partial retention by biofiltration with partial retention (PR-1) ☑ Biofiltration (BF-1)  Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below)  Detention pond or vault for hydromodification management  Other (describe in discussion section below) Purpose:  Pollutant control only  Hydromodification control only ☑Combined pollutant control and hydromodification control  Pre-treatment/forebay for another structural BMP  Other (describe in discussion section below) Discussion (as needed): Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BF-1B DWG 512-5A Sheet No. 3 Type of structural BMP:  Retention by harvest and use (HU-1)  Retention by infiltration basin (INF-1)  Retention by bioretention (INF-2)  Retention by permeable pavement (INF-3)  Partial retention by biofiltration with partial retention (PR-1) ☑ Biofiltration (BF-1)  Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below)  Detention pond or vault for hydromodification management  Other (describe in discussion section below) Purpose:  Pollutant control only  Hydromodification control only ☑Combined pollutant control and hydromodification control  Pre-treatment/forebay for another structural BMP  Other (describe in discussion section below) Discussion (as needed): Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. INF-2A DWG 512-5A Sheet No. 3 Type of structural BMP:  Retention by harvest and use (HU-1)  Retention by infiltration basin (INF-1) ☑ Retention by bioretention (INF-2)  Retention by permeable pavement (INF-3)  Partial retention by biofiltration with partial retention (PR-1)  Biofiltration (BF-1)  Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below)  Detention pond or vault for hydromodification management  Other (describe in discussion section below) Purpose:  Pollutant control only  Hydromodification control only ☑Combined pollutant control and hydromodification control  Pre-treatment/forebay for another structural BMP  Other (describe in discussion section below) Discussion (as needed): Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. INF-2B DWG 512-5A Sheet No. 3 Type of structural BMP:  Retention by harvest and use (HU-1)  Retention by infiltration basin (INF-1) ☑Retention by bioretention (INF-2)  Retention by permeable pavement (INF-3)  Partial retention by biofiltration with partial retention (PR-1)  Biofiltration (BF-1)  Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below)  Detention pond or vault for hydromodification management  Other (describe in discussion section below) Purpose:  Pollutant control only  Hydromodification control only ☑Combined pollutant control and hydromodification control  Pre-treatment/forebay for another structural BMP  Other (describe in discussion section below) Discussion (as needed): ATTACHMENT 1 BACKUP FOR PDP POLLUTANT CONTROL BMPS This is the cover sheet for Attachment 1. Check which Items are Included behind this cover sheet: Attachment Sequence Contents Checklist Attachment 1a DMA Exhibit (Required) See DMA Exhibit Checklist on the back of this Attachment cover sheet. (24”x36” Exhibit typically required) ☑Included Attachment 1b Tabular Summary of DMAs Showing DMA ID matching DMA Exhibit, DMA Area, and DMA Type (Required)* *Provide table in this Attachment OR on DMA Exhibit in Attachment 1a ☑Included on DMA Exhibit in Attachment 1a  Included as Attachment 1b, separate from DMA Exhibit Attachment 1c Form I-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 I-7.  Included ☑Not included because the entire project will use infiltration BMPs Attachment 1d Form I-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 I-8. ☑Included  Not included because the entire project will use harvest and use BMPs Attachment 1e Pollutant Control BMP Design Worksheets / Calculations (Required) Refer to Appendices B and E of the BMP Design Manual for structural pollutant control BMP design guidelines ☑Included Attachment 1f Summary of DMAs and Pollutant control BMPs. Use this checklist to ensure the required information has been included on the DMA Exhibit: The DMA Exhibit must identify: ☑Underlying hydrologic soil group ☑Approximate depth to groundwater ☑Existing natural hydrologic features (watercourses, seeps, springs, wetlands) ☑Critical coarse sediment yield areas to be protected (if present) ☑Existing topography and impervious areas ☑Existing and proposed site drainage network and connections to drainage offsite ☑Proposed grading ☑Proposed impervious features ☑Proposed design features and surface treatments used to minimize imperviousness ☑Drainage management area (DMA) boundaries, DMA ID numbers, and DMA areas (square footage or acreage), and DMA type (i.e., drains to BMP, self-retaining, or self-mitigating) ☑Structural BMPs (identify location and type of BMP) DMATypeBMPPOCD (in)Area (AC)CDCV (CF)RequiredFootprint (SF)ProposedFootprint (SF)ProposedVolume (CF)Note1Self-MitigatingN/A10.60.190.3124N/AN/AN/ASlope to remain undisturbed, with no imperviousareas. Slope drains north towards El Camino Real2Drains to Biofiltration BasinBF-1A20.60.260.533051831853423Drains to Biofiltration BasinBF-1B20.60.230.572821691703154Drains to BioretentionBasinINF-2A20.60.260.573181851853955Drains to BioretentionBasinINF-2B20.60.150.642151251255626De-MinimisN/A20.60.010.911N/AN/AN/A250 sf of driveway apron not feasible to be treatedon-site 3 unit x 4 residents/unit x 9.3 gal/resident = 111.6 gal/dayETWU = 2.8 in/month x ((0.3 x 21,403 sf of L.S.)/0.9) x 0.015 = 299.64 gal/dayTotal = 411.24 gal/day = 82.48 cf/ 36 hours DCV = 1,249 cf X X X X X X Appendix I: Forms and Checklists I-3 February 2016 Categorization of Infiltration Feasibility Condition Form I-8 Part 1 - Full Infiltration Feasibility Screening Criteria Would infiltration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated? Criteria Screening Question Yes No 1 Is the estimated reliable infiltration rate below proposed facility locations greater than 0.5 inches per hour? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: 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: Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Per infiltration testing , the soils engineer determined that based upon multiple tests, the reliable infiltration rate for this project site is 0.5 inches/hr. No utilities or groundwater near infiltration area, see location of infiltration basin on grading plans. X X Appendix I: Forms and Checklists I-4 February 2016 Form I-8 Page 2 of 4 Criteri a Screening Question Yes No 3 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, storm water pollutants or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: 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: 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 *To be completed using gathered site information and best professional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/or studies may be required by the City to substantiate findings. No groundwater encountered. Groundwater table at great depth. No groundwater encountered. Groundwater table at great depth. X X Full infiltration feasible. Appendix I: Forms and Checklists I-5 February 2016 Form I-8 Page 3 of 4 Part 2 – Partial Infiltration vs. No Infiltration Feasibility Screening Criteria Would infiltration of water in any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated? Criteria Screening Question Yes No 5 Do soil and geologic conditions allow for infiltration in any appreciable rate or volume? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: 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: 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. The rate of infiltration for this project site is 0.5 in/hr. This is an acceptable rate for infiltration. No utilities or groundwater near the infiltration area. X X Appendix I: Forms and Checklists I-6 February 2016 Form I-8 Page 4 of 4 Criteria Screening Question Yes No 7 Can Infiltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water pollutants or other factors)? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. 8 Can infiltration be allowed without violating downstream water rights? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: 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. 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. 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 using gathered site information and best professional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/or studies may be required by the City to substantiate findings. No groundwater encountered. Groundwater table at great depth at this project site. X No groundwater encountered at project site. Downstream water rights shall not be violated. X Partial infiltration feasible. Category #Description Value Units 0 Design Capture Volume for Entire Project Site 1,120 cubic-feet 1 Proposed Development Type Residential unitless 2 Number of Residents or Employees at Proposed Development 10 # 3 Total Planted Area within Development 21,403 sq-ft 4 Water Use Category for Proposed Planted Areas Low unitless 5 Is Average Site Design Infiltration Rate ≤0.500 Inches per Hour?Yes yes/no 6 Is Average Site Design Infiltration Rate ≤0.010 Inches per Hour?No yes/no 7 Is Infiltration of the Full DCV Anticipated to Produce Negative Impacts?Yes yes/no 8 Is Infiltration of Any Volume Anticipated to Produce Negative Impacts?Yes yes/no 9 36-Hour Toilet Use Per Resident or Employee 1.86 cubic-feet 10 Subtotal: Anticipated 36 Hour Toilet Use 19 cubic-feet 11 Anticipated 1 Acre Landscape Use Over 36 Hours 52.14 cubic-feet 12 Subtotal: Anticipated Landscape Use Over 36 Hours 26 cubic-feet 13 Total Anticipated Use Over 36 Hours 44 cubic-feet 14 Total Anticipated Use / Design Capture Volume 0.04 cubic-feet 15 Are Full Capture and Use Techniques Feasible for this Project?No unitless 16 Is Full Retention Feasible for this Project?No yes/no 17 Is Partial Retention Feasible for this Project?No yes/no Result 18 Feasibility Category 5 1, 2, 3, 4, 5 Worksheet B.3-1 General Notes: H. PDPs participating in an offsite alternative compliance program are not held to the feasibility categories presented herein. Capture & Use Inputs Automated Worksheet B.3-1: Project-Scale BMP Feasibility Analysis (V1.3) C. Feasibility Category 1: Applicant must implement capture & use, retention, and/or infiltration elements for the entire DCV. D. Feasibility Category 2: Applicant must implement capture & use elements for the entire DCV. E. Feasibility Category 3: Applicant must implement retention and/or infiltration elements for all DMAs with Design Infiltration Rates greater than 0.50 in/hr. B. Negative impacts associated with retention may include geotechnical, groundwater, water balance, or other issues identified by a geotechnical engineer and substantiated through completion of Form I-8. Infiltration Inputs G. Feasibility Category 5: Applicant must implement standard lined biofiltration BMPs sized at ≥3% of the effective impervious tributary area for all DMAs with Design Infiltration Rates of 0.010 in/hr or less. Applicants may also be permitted to implement reduced size and/or specialized biofiltration BMPs provided additional criteria identified in "Supplemental Retention Criteria for Non-Standard Biofiltration BMPs" are satisfied. A. Applicants may use this worksheet to determine the types of structural BMPs that are acceptable for implementation at their project site (as required in Section 5 of the BMPDM). User input should be provided for yellow shaded cells, values for all other cells will be automatically generated. Projects demonstrating feasibility or potential feasibility via this worksheet are encouraged to incorporate capture and use features in their project. F. Feasibility Category 4: Applicant must implement standard unlined biofiltration BMPs sized at ≥3% of the effective impervious tributary area for all DMAs with Design Infiltration Rates of 0.011 to 0.50 in/hr. Applicants may be permitted to implement lined BMPs, reduced size BMPs, and/or specialized biofiltration BMPs provided additional criteria identified in "Supplemental Retention Criteria for Non-Standard Biofiltration BMPs" are satisfied. Calculations Category #Description i ii iii iv v vi vii viii ix x Units 0 Drainage Basin ID or Name --DMA-4 DMA-5 ------unitless 1 Design Infiltration Rate Recommended by Geotechnical Engineer --0.500 0.500 ------in/hr 2 Design Capture Volume Tributary to BMP --318 215 ------cubic-feet 3 Is Retention BMP Vegetated or Non-Vegetated?Vegetated Vegetated unitless 4 Provided Surface Area 185 125 sq-ft 5 Provided Surface Ponding Depth 9 9 inches 6 Provided Soil Media Thickness 21 21 inches 7 Provided Gravel Storage Thickness 16 16 inches 8 Volume Infiltrated Over 6 Hour Storm 0 0 46 31 0 0 0 0 0 0 cubic-feet 9 Soil Media Pore Space 0.40 0.40 0.25 0.25 0.40 0.40 0.40 0.40 0.40 0.40 unitless 10 Gravel Pore Space 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 unitless 11 Effective Depth of Retention Storage 0.0 0.0 20.7 20.7 0.0 0.0 0.0 0.0 0.0 0.0 inches 12 Drawdown Time for Surface Ponding (Post-Storm)0 0 18 18 0 0 0 0 0 0 hours 13 Drawdown Time for Entire Basin (Including 6 Hour Storm)0 0 47 47 0 0 0 0 0 0 hours 14 Volume Retained by BMP 0 0 365 246 0 0 0 0 0 0 cubic-feet 15 Fraction of DCV Retained 0.00 0.00 1.15 1.15 0.00 0.00 0.00 0.00 0.00 0.00 ratio 16 Percentage of Performance Requirement Satisfied 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio 17 Fraction of DCV Retained (normalized to 36-hr drawdown)0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio 18 This BMP Overflows to the Following Drainage Basin ----------unitless Result 19 Deficit of Effectively Treated Stormwater n/a n/a 0 0 n/a n/a n/a n/a n/a n/a cubic-feet Worksheet B.4-1 General Notes: False Automated Worksheet B.4-1: Sizing Retention BMPs (V1.3) False False False A. Applicants may use this worksheet to size Infiltration, Bioretention, and/or Permeable Pavement BMPs (INF-1, INF-2, INF-3) for up to 10 basins. User input must be provided for yellow shaded cells, values for blue cells are automatically populated based on user inputs from previous worksheets, values for all other cells will be automatically generated, errors/notifications will be highlighted in red/orange and summarized below. BMPs fully satisfying the pollutant control performance standards will have a deficit treated volume of zero and be highlighted in green. False BMP Inputs Infiltration Calculations FalseFalse Category #Description i ii iii iv v vi vii viii ix x Units 0 Drainage Basin ID or Name DMA-2 DMA-3 DMA-4 DMA-5 unitless 1 Basin Drains to the Following BMP Type Biofiltration Biofiltration Retention Retention unitless 2 85th Percentile 24-hr Storm Depth 0.60 0.60 0.60 0.60 inches 3 Design Infiltration Rate Recommended by Geotechnical Engineer 0.000 0.000 0.500 0.500 in/hr 4 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 4,500 4,500 5,065 3,805 sq-ft 5 Semi-Pervious Surfaces Not Serving as Dispersion Area (C=0.30)sq-ft 6 Engineered Pervious Surfaces Not Serving as Dispersion Area (C=0.10)sq-ft 7 Natural Type A Soil Not Serving as Dispersion Area (C=0.10)sq-ft 8 Natural Type B Soil Not Serving as Dispersion Area (C=0.14)sq-ft 9 Natural Type C Soil Not Serving as Dispersion Area (C=0.23)sq-ft 10 Natural Type D Soil Not Serving as Dispersion Area (C=0.30)6,991 5,411 6,099 2,902 sq-ft 11 Does Tributary Incorporate Dispersion, Tree Wells, and/or Rain Barrels?No No No No No No No No No No yes/no 12 Impervious Surfaces Directed to Dispersion Area per SD-B (Ci=0.90) sq-ft 13 Semi-Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.30)sq-ft 14 Engineered Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.10)sq-ft 15 Natural Type A Soil Serving as Dispersion Area per SD-B (Ci=0.10)sq-ft 16 Natural Type B Soil Serving as Dispersion Area per SD-B (Ci=0.14)sq-ft 17 Natural Type C Soil Serving as Dispersion Area per SD-B (Ci=0.23)sq-ft 18 Natural Type D Soil Serving as Dispersion Area per SD-B (Ci=0.30)sq-ft 19 Number of Tree Wells Proposed per SD-A # 20 Average Mature Tree Canopy Diameter ft 21 Number of Rain Barrels Proposed per SD-E # 22 Average Rain Barrel Size gal 23 Does BMP Overflow to Stormwater Features in Downstream Drainage?No No No No No No No No No No unitless 24 Identify Downstream Drainage Basin Providing Treatment in Series unitless 25 Percent of Upstream Flows Directed to Downstream Dispersion Areas percent 26 Upstream Impervious Surfaces Directed to Dispersion Area (Ci=0.90)0 0 0 0 0 0 0 0 0 0 cubic-feet 27 Upstream Impervious Surfaces Not Directed to Dispersion Area (C=0.90)0 0 0 0 0 0 0 0 0 0 cubic-feet 28 Total Tributary Area 11,491 9,911 11,164 6,707 0 0 0 0 0 0 sq-ft 29 Initial Runoff Factor for Standard Drainage Areas 0.53 0.57 0.57 0.64 0.00 0.00 0.00 0.00 0.00 0.00 unitless 30 Initial Runoff Factor for Dispersed & Dispersion Areas 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 31 Initial Weighted Runoff Factor 0.53 0.57 0.57 0.64 0.00 0.00 0.00 0.00 0.00 0.00 unitless 32 Initial Design Capture Volume 305 282 318 215 0 0 0 0 0 0 cubic-feet 33 Total Impervious Area Dispersed to Pervious Surface 0 0 0 0 0 0 0 0 0 0 sq-ft 34 Total Pervious Dispersion Area 0 0 0 0 0 0 0 0 0 0 sq-ft 35 Ratio of Dispersed Impervious Area to Pervious Dispersion Area n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a ratio 36 Adjustment Factor for Dispersed & Dispersion Areas 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ratio 37 Runoff Factor After Dispersion Techniques 0.53 0.57 0.57 0.64 n/a n/a n/a n/a n/a n/a unitless 38 Design Capture Volume After Dispersion Techniques 305 282 318 215 0 0 0 0 0 0 cubic-feet 39 Total Tree Well Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet 40 Total Rain Barrel Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet 41 Final Adjusted Runoff Factor 0.53 0.57 0.57 0.64 0.00 0.00 0.00 0.00 0.00 0.00 unitless 42 Final Effective Tributary Area 6,090 5,649 6,363 4,292 0 0 0 0 0 0 sq-ft 43 Initial Design Capture Volume Retained by Site Design Elements 0 0 0 0 0 0 0 0 0 0 cubic-feet 44 Final Design Capture Volume Tributary to BMP 305 282 318 215 0 0 0 0 0 0 cubic-feet Worksheet B.1-1 General Notes: False FalseFalse Automated Worksheet B.1-1: Calculation of Design Capture Volume (V1.3) A. Applicants may use this worksheet to calculate design capture volumes for up to 10 drainage areas User input must be provided for yellow shaded cells, values for all other cells will be automatically generated, errors/notifications will be highlighted in red and summarized below. Upon completion of this worksheet, proceed to the appropriate BMP Sizing worksheet(s). Dispersion Area, Tree Well & Rain Barrel Inputs(Optional) Standard Drainage Basin Inputs Results Tree & Barrel Adjustments Initial Runoff Factor Calculation Dispersion Area Adjustments Treatment Train Inputs & Calculations False Category #Description i ii iii iv v vi vii viii ix x Units 0 Drainage Basin ID or Name DMA-2 DMA-3 --------sq-ft 1 Design Infiltration Rate Recommended by Geotechnical Engineer 0.000 0.000 --------in/hr 2 Effective Tributary Area 6,090 5,649 --------sq-ft 3 Minimum Biofiltration Footprint Sizing Factor 0.030 0.030 --------ratio 4 Design Capture Volume Tributary to BMP 305 282 --------cubic-feet 5 Is Biofiltration Basin Impermeably Lined or Unlined?Lined Lined unitless 6 Provided Biofiltration BMP Surface Area 185 170 sq-ft 7 Provided Surface Ponding Depth 6 6 inches 8 Provided Soil Media Thickness 21 21 inches 9 Provided Depth of Gravel Above Underdrain Invert 16 16 inches 10 Diameter of Underdrain or Hydromod Orifice (Select Smallest)0.75 0.75 inches 11 Provided Depth of Gravel Below the Underdrain 3 3 inches 12 Volume Infiltrated Over 6 Hour Storm 0 0 0 0 0 0 0 0 0 0 cubic-feet 13 Soil Media Pore Space Available for Retention 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 unitless 14 Gravel Pore Space Available for Retention 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 15 Effective Retention Depth 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches 16 Calculated Retention Storage Drawdown (Including 6 Hr Storm)120 120 0 0 0 0 0 0 0 0 hours 17 Volume Retained by BMP 16 15 0 0 0 0 0 0 0 0 cubic-feet 18 Fraction of DCV Retained 0.05 0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio 19 Portion of Retention Performance Standard Satisfied 0.06 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio 20 Fraction of DCV Retained (normalized to 36-hr drawdown)0.03 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio 21 Design Capture Volume Remaining for Biofiltration 296 274 0 0 0 0 0 0 0 0 cubic-feet 22 Max Hydromod Flow Rate through Underdrain 0.0278 0.0278 n/a n/a n/a n/a n/a n/a n/a n/a CFS 23 Max Soil Filtration Rate Allowed by Underdrain Orifice 6.50 7.07 n/a n/a n/a n/a n/a n/a n/a n/a in/hr 24 Soil Media Filtration Rate per Specifications 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 in/hr 25 Soil Media Filtration Rate to be used for Sizing 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 in/hr 26 Depth Biofiltered Over 6 Hour Storm 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 inches 27 Soil Media Pore Space Available for Biofiltration 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 unitless 28 Effective Depth of Biofiltration Storage 16.60 16.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches 29 Drawdown Time for Surface Ponding 1 1 0 0 0 0 0 0 0 0 hours 30 Drawdown Time for Effective Biofiltration Depth 3 3 0 0 0 0 0 0 0 0 hours 31 Total Depth Biofiltered 46.60 46.60 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 inches 32 Option 1 - Biofilter 1.50 DCV: Target Volume 444 411 0 0 0 0 0 0 0 0 cubic-feet 33 Option 1 - Provided Biofiltration Volume 444 411 0 0 0 0 0 0 0 0 cubic-feet 34 Option 2 - Store 0.75 DCV: Target Volume 222 206 0 0 0 0 0 0 0 0 cubic-feet 35 Option 2 - Provided Storage Volume 222 206 0 0 0 0 0 0 0 0 cubic-feet 36 Portion of Biofiltration Performance Standard Satisfied 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio 37 Do Site Design Elements and BMPs Satisfy Annual Retention Requirements?Yes Yes --------yes/no 38 Overall Portion of Performance Standard Satisfied 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio 39 This BMP Overflows to the Following Drainage Basin ----------unitless 40 Deficit of Effectively Treated Stormwater 0 0 n/a n/a n/a n/a n/a n/a n/a n/a cubic-feet Worksheet B.5-1 General Notes: False Biofiltration Calculations A. Applicants may use this worksheet to size Lined or Unlined Biofiltration BMPs (BF-1, PR-1) for up to 10 basins. User input must be provided for yellow shaded cells, values for blue cells are automatically populated based on user inputs from previous worksheets, values for all other cells will be automatically generated, errors/notifications will be highlighted in red/orange and summarized below. BMPs fully satisfying the pollutant control performance standards will have a deficit treated volume of zero and be highlighted in green. False False False False Result False False Retention Calculations Automated Worksheet B.5-1: Sizing Lined or Unlined Biofiltration BMPs (V1.3) False BMP Inputs False Category #Description i ii iii iv v vi vii viii ix x Units 0 Drainage Basin ID or Name DMA-2 DMA-3 DMA-4 DMA-5 ------unitless 1 85th Percentile Storm Depth 0.60 0.60 0.60 0.60 ------inches 2 Design Infiltration Rate Recommended by Geotechnical Engineer 0.000 0.000 0.500 0.500 ------in/hr 3 Total Tributary Area 11,491 9,911 11,164 6,707 ------sq-ft 4 85th Percentile Storm Volume (Rainfall Volume)575 496 558 335 ------cubic-feet 5 Initial Weighted Runoff Factor 0.53 0.57 0.57 0.64 ------unitless 6 Initial Design Capture Volume 305 282 318 215 ------cubic-feet 7 Dispersion Area Reductions 0 0 0 0 ------cubic-feet 8 Tree Well and Rain Barrel Reductions 0 0 0 0 ------cubic-feet 9 Effective Area Tributary to BMP 6,090 5,649 6,363 4,292 ------square feet 10 Final Design Capture Volume Tributary to BMP 305 282 318 215 ------cubic-feet 11 Basin Drains to the Following BMP Type Biofiltration Biofiltration Retention Retention ------unitless 12 Volume Retained by BMP (normalized to 36 hour drawdown)9 8 318 215 ------cubic-feet 13 Total Fraction of Initial DCV Retained within DMA 0.03 0.03 1.00 1.00 ------fraction 14 Percent of Average Annual Runoff Retention Provided 4.6%4.6%80.4%80.4%------% 15 Percent of Average Annual Runoff Retention Required 4.5%4.5%40.0%40.0%------% Performance Standard 16 Percent of Pollution Control Standard Satisfied 100.0%100.0%100.0%100.0%------% 17 Discharges to Secondary Treatment in Drainage Basin ----------unitless 18 Impervious Surface Area Still Requiring Treatment 0 0 0 0 ------square feet 19 Impervious Surfaces Directed to Downstream Dispersion Area ----------square feet 20 Impervious Surfaces Not Directed to Downstream Dispersion Area ----------square feet Result 21 Deficit of Effectively Treated Stormwater 0 0 0 0 ------cubic-feet False All fields in this summary worksheet are populated based on previous user inputs. If applicable, drainage basin elements that require revisions and/or supplemental information outside the scope of these worksheets are highlighted in orange and summairzed in the red text below. If all drainage basins achieve full compliance without a need for supplemental information, a green message will appear below. Summary Notes: False False False False False Total Volume Reductions -Congratulations, all specified drainage basins and BMPs are in compliance with stormwater pollutant control requirements. Include 11x17 color prints of this summary sheet and supporting worksheet calculations as part of the SWQMP submittal package. Summary of Stormwater Pollutant Control Calculations (V1.3) Initial DCV Site Design Volume Reductions General Info BMP Volume Reductions Treatment Train ATTACHMENT 2 BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES [This is the cover sheet for Attachment 2.] Indicate which Items are Included behind this cover sheet: Attachment Sequence Contents Checklist Attachment 2a Hydromodification Management Exhibit (Required) ☑Included See Hydromodification Management Exhibit Checklist on the back of this Attachment cover sheet. Attachment 2b Management of Critical Coarse Sediment Yield Areas (WMAA Exhibit is required, additional analyses are optional) See Section 6.2 of the BMP Design Manual. ☑Exhibit showing project drainage boundaries marked on WMAA Critical Coarse Sediment Yield Area Map (Required) Optional analyses for Critical Coarse Sediment Yield Area Determination  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 Channels (Optional) See Section 6.3.4 of the BMP Design Manual. ☑Not performed  Included Attachment 2d Flow Control Facility Design and Structural BMP Drawdown Calculations (Required) See Chapter 6 and Appendix G of the BMP Design Manual ☑Included 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) 1 Hydro Modification Plan (HMP) FOR: 4984 EUCALYPTUS LANE Carlsbad, California PREPARED FOR: SUMMIT WEST REAL ESTATE, INC. 2652 LA COSTA AVE. CARLSBAD, CA 92009 (760)476-35445/30/2019 PREPARED BY: Landmark Consulting 9555 Genesee Avenue, Suite 200 San Diego, CA 92121 858-587-8070 __________________________________________ David Yeh, RCE 62717, Exp. 6-30-20 20 2 3 INTRODUCTION Hydrograph modification is caused by the increases in the frequency and duration of runoff as a result of watershed development. Increases are caused by additional impervious areas and more efficient drainage facilities. The increase can cause or accelerate erosion of streambed and/or banks downstream. San Diego Hydrology Model (SDHM), published by Clear Creek Solutions, Inc. on 3/3/2016, was used in this hydro-modification analysis. The Oceanside.wdm rainfall data was also obtained from Clear Creek Solutions in the analysis of this project. The SDHM software is based on the HSPF software that is within the public domain. The purpose of the hydrograph modification analysis is to certify that the post-construction hydrologic characteristics of the project simulates the pre-development hydrologic characteristics at the point of compliance (POC). For this project, two POCs exist. They are separated by a ridge near the northern portion of the project boundary. POC-1 is located at the northeasterly corner of the project site and POC-2 is located at the southeasterly corner of the project site. The analysis only considers runoff from the project site an no run-on to the POCs. This provides a more conservative analysis for hydromodification impacts because the pre-development peak flow rates and durations are lower (compared to a scenario including run-on) and the allowable 10% increase is therefore also smaller. Three curb outlets discharge into the gutter within Eucalyptus Lane. Because the gutter is fully paved and no hydromodification will occur as a result of the flow in the gutter, POC 2 was taken to be at the east property line, at the gutter line. This incorporates all areas that are to be developed on-site. For this report, the hydromodification is caused by this development results from the grading of the pads and driveways. The construction of the homes is not proposed as part of this project, but the infiltration basins are sized for future build-out conditions. The limits of the HMP analysis are at the project boundary such that the footprint is the same for both the pre and post-development conditions. A slope analysis is conducted for the entire site to determine the slope gradient ranges in the pre-development hydrologic modeling, see the slope analysis exhibit at the end of the HMP analysis. For the developed (mitigated) model, the entire areas within the project boundary will be disturbed for the construction of slopes, pads, driveways and buildings. See attached site plan at end of this report for more details. The landscaped, hardscaped and roof areas for the site is calculated and modeled in the mitigated scenario. Runoff from each pad will be directed into a BMP located on each pad. Runoff from the shared driveway will be directed to an infiltration basin adjacent to the shared driveway. The rainfall data used in the hydrograph modification analysis is based on the annual gage data in Oceanside, obtained from a http://www.clearcreeksolutions.com. 4 DRAWDOWN RESULTS: less than 96 hours, no vector control measure is required. The drawdown calculations are performed per the 2016 BMP Design Manual. 5 SUMMARY: PEAK FLOW (POC-1) 10% Q2 Q2 Q5 Q10 (CFS) (CFS) (CFS) (CFS) PRE-DEV 0 0.05 0.09 0.11 POST-DEV 0 0.05 0.09 0.11 PEAK FLOW (POC-2) 10% Q2 Q2 Q5 Q10 (CFS) (CFS) (CFS) (CFS) PRE-DEV 0.02 0.23 0.39 0.53 POST-DEV 0 0.05 0.19 0.36 6 MITIGATION DEVICE DETAIL DESCRIPTION Biofiltration Basin (Poc-2) “BMP 2” 18.5’x10’ bottom area biofiltration basin. 6” of ponding depth with 3:1 side slopes and 2” freeboard. An 18”x18” grated inlet and riser will direct any overflow from high- intensity storms into the on-site storm drain system. Biofiltration Basin (Poc-2) “BMP 3” 17’x10’ bottom area of infiltration basin. 6” of ponding depth with 3:1 side slopes and 2” freeboard. An 18”x18” grated inlet and riser will direct any overflow from high-intensity storms into the on-site storm drain system. Bioretention Basin (Poc-2) “BMP 4” 18.5’x10’ bottom area of infiltration basin. 9” of ponding depth with 3:1 side slopes. Overflow from high-intensity storms will flow out of the basin and into the curb and gutter. Runoff from most storms will be fully infiltrated into native soil. Bioretention Basin (Poc-2) “BMP 5” 12.5’x10’ bottom area of infiltration basin. 9” of ponding depth with 3:1 side slopes. Overflow from high- intensity storms will flow out of the basin and into the curb and gutter. Runoff from most storms will be fully infiltrated into native soil. As presented in this report, the post-development discharge durations will not deviate above the pre-development durations from 0.1Q2 to Q10. The flow rates from 0.1Q2 to Q10, under the post-development conditions, will not deviate above those under the pre-development conditions. The proposed detention basin is sized for 100-year storm mitigation and is verified to be more than adequate to mitigate the anticipated hydromodification peak flow and duration as a result of the proposed development’s increased impervious areas. The proposed development will not adversely affect downstream drainage facilities. Based on the Critical Coarse Sediment Yield Area overlay map in this report, there are not potential critical coarse sediment yield areas within the project boundary, not mitigation is required. The proposed mitigation measures for this project will prevent additional impacts to downstream facilities in accordance with City of Carlsbad hydromodification standards. 7 OUTLET STRUCTURE DETAIL: POC-2 Biofiltration Basins BF-1A & BF-1B “BMP” 2 & 3 POC-2 Bioretention Basins INF 2A & INF 2B “BMP” 4 & 5 8 9 APPENDIX A: SDHM OUTPUT SDHM 3.1 PROJECT REPORT 222-1 8/27/2018 9:55:57 AM Page 2 General Model Information Project Name:222-1 Site Name:Eucalyptus Lane Site Address:4984 Eucalyptus Lane City:Calrsbad Report Date:8/27/2018 Gage:OCEANSID Data Start:10/01/1959 Data End:09/30/2004 Timestep:Hourly Precip Scale:1.000 Version Date:2018/07/12 POC Thresholds Low Flow Threshold for POC1:10 Percent of the 2 Year High Flow Threshold for POC1:10 Year Low Flow Threshold for POC2:10 Percent of the 2 Year High Flow Threshold for POC2:10 Year 222-1 8/27/2018 9:55:57 AM Page 3 Landuse Basin Data Predeveloped Land Use Pre-Developed Basin-1 Bypass:No GroundWater:No Pervious Land Use acre D,NatVeg,Flat 0.08 D,NatVeg,Moderate 0.02 D,NatVeg,Steep 0.09 Pervious Total 0.19 Impervious Land Use acre Impervious Total 0 Basin Total 0.19 Element Flows To: Surface Interflow Groundwater 222-1 8/27/2018 9:55:57 AM Page 4 Pre-Developed Basin-2 Bypass:No GroundWater:No Pervious Land Use acre D,NatVeg,Flat 0.07 D,NatVeg,Moderate 0.48 D,NatVeg,Steep 0.32 Pervious Total 0.87 Impervious Land Use acre Impervious Total 0 Basin Total 0.87 Element Flows To: Surface Interflow Groundwater 222-1 8/27/2018 9:55:57 AM Page 5 Mitigated Land Use Post-Project Basin-1 Bypass:No GroundWater:No Pervious Land Use acre D,NatVeg,Flat 0.08 D,NatVeg,Moderate 0.02 D,NatVeg,Steep 0.09 Pervious Total 0.19 Impervious Land Use acre Impervious Total 0 Basin Total 0.19 Element Flows To: Surface Interflow Groundwater 222-1 8/27/2018 9:55:57 AM Page 6 Post-Project Basin-2 Bypass:No GroundWater:No Pervious Land Use acre D,NatVeg,Flat 0.13 D,NatVeg,Steep 0.03 Pervious Total 0.16 Impervious Land Use acre IMPERVIOUS-FLAT 0.1 Impervious Total 0.1 Basin Total 0.26 Element Flows To: Surface Interflow Groundwater Surface BMP-2 Surface BMP-2 222-1 8/27/2018 9:55:57 AM Page 7 Post-Project Basin-3 Bypass:No GroundWater:No Pervious Land Use acre D,NatVeg,Flat 0.1 D,NatVeg,Steep 0.02 Pervious Total 0.12 Impervious Land Use acre IMPERVIOUS-FLAT 0.1 Impervious Total 0.1 Basin Total 0.22 Element Flows To: Surface Interflow Groundwater Surface BMP 3 Surface BMP 3 222-1 8/27/2018 9:55:57 AM Page 8 Post-Project Basin-4 Bypass:No GroundWater:No Pervious Land Use acre D,NatVeg,Flat 0.12 D,NatVeg,Steep 0.02 Pervious Total 0.14 Impervious Land Use acre IMPERVIOUS-FLAT 0.1 IMPERVIOUS-MOD 0.01 Impervious Total 0.11 Basin Total 0.25 Element Flows To: Surface Interflow Groundwater Surface BMP 4 Surface BMP 4 222-1 8/27/2018 9:55:57 AM Page 9 Post-Project Basin-5 Bypass:No GroundWater:No Pervious Land Use acre D,NatVeg,Steep 0.05 Pervious Total 0.05 Impervious Land Use acre IMPERVIOUS-MOD 0.09 Impervious Total 0.09 Basin Total 0.14 Element Flows To: Surface Interflow Groundwater Surface BMP 5 Surface BMP 5 222-1 8/27/2018 9:55:57 AM Page 10 Routing Elements Predeveloped Routing 222-1 8/27/2018 9:55:57 AM Page 11 Mitigated Routing BMP-2 Bottom Length: 18.50 ft. Bottom Width: 10.00 ft. Material thickness of first layer: 0.25 Material type for first layer: Mulch Material thickness of second layer: 1.5 Material type for second layer: ESM Material thickness of third layer: 1.5 Material type for third layer: GRAVEL Underdrain used Underdrain Diameter (feet):0.5 Orifice Diameter (in.):0.75 Offset (in.):3 Flow Through Underdrain (ac-ft.):4.207 Total Outflow (ac-ft.):4.369 Percent Through Underdrain:96.28 Discharge Structure Riser Height:0.5 ft. Riser Diameter:12 in. Element Flows To: Outlet 1 Outlet 2 Biofilter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.0257 0.0000 0.0000 0.0000 0.0430 0.0255 0.0001 0.0000 0.0000 0.0861 0.0251 0.0001 0.0000 0.0000 0.1291 0.0247 0.0002 0.0000 0.0000 0.1722 0.0244 0.0002 0.0000 0.0000 0.2152 0.0240 0.0003 0.0000 0.0000 0.2583 0.0236 0.0004 0.0000 0.0000 0.3013 0.0232 0.0004 0.0000 0.0000 0.3444 0.0228 0.0005 0.0000 0.0000 0.3874 0.0224 0.0006 0.0000 0.0000 0.4304 0.0221 0.0007 0.0000 0.0000 0.4735 0.0217 0.0007 0.0000 0.0000 0.5165 0.0213 0.0008 0.0000 0.0000 0.5596 0.0210 0.0009 0.0000 0.0000 0.6026 0.0206 0.0010 0.0000 0.0000 0.6457 0.0203 0.0011 0.0000 0.0000 0.6887 0.0199 0.0012 0.0000 0.0000 0.7317 0.0195 0.0013 0.0000 0.0000 0.7748 0.0192 0.0014 0.0000 0.0000 0.8178 0.0189 0.0015 0.0000 0.0000 0.8609 0.0185 0.0016 0.0000 0.0000 0.9039 0.0182 0.0017 0.0000 0.0000 0.9470 0.0178 0.0018 0.0000 0.0000 0.9900 0.0175 0.0019 0.0000 0.0000 1.0331 0.0172 0.0020 0.0000 0.0000 1.0761 0.0168 0.0022 0.0004 0.0000 1.1191 0.0165 0.0023 0.0006 0.0000 1.1622 0.0162 0.0024 0.0015 0.0000 1.2052 0.0159 0.0025 0.0020 0.0000 222-1 8/27/2018 9:55:57 AM Page 12 1.2483 0.0156 0.0027 0.0026 0.0000 1.2913 0.0153 0.0028 0.0030 0.0000 1.3344 0.0150 0.0029 0.0035 0.0000 1.3774 0.0146 0.0031 0.0038 0.0000 1.4205 0.0143 0.0032 0.0042 0.0000 1.4635 0.0140 0.0034 0.0044 0.0000 1.5065 0.0137 0.0035 0.0048 0.0000 1.5496 0.0135 0.0037 0.0049 0.0000 1.5926 0.0132 0.0039 0.0053 0.0000 1.6357 0.0129 0.0040 0.0054 0.0000 1.6787 0.0126 0.0042 0.0057 0.0000 1.7218 0.0123 0.0044 0.0059 0.0000 1.7648 0.0120 0.0046 0.0062 0.0000 1.8078 0.0118 0.0049 0.0063 0.0000 1.8509 0.0115 0.0051 0.0066 0.0000 1.8939 0.0112 0.0054 0.0067 0.0000 1.9370 0.0110 0.0056 0.0069 0.0000 1.9800 0.0107 0.0059 0.0071 0.0000 2.0231 0.0104 0.0062 0.0073 0.0000 2.0661 0.0102 0.0065 0.0074 0.0000 2.1092 0.0099 0.0067 0.0076 0.0000 2.1522 0.0097 0.0070 0.0078 0.0000 2.1952 0.0094 0.0073 0.0080 0.0000 2.2383 0.0092 0.0076 0.0081 0.0000 2.2813 0.0089 0.0079 0.0083 0.0000 2.3244 0.0087 0.0083 0.0083 0.0000 2.3674 0.0085 0.0086 0.0085 0.0000 2.4105 0.0082 0.0089 0.0089 0.0000 2.4535 0.0080 0.0092 0.0093 0.0000 2.4965 0.0078 0.0096 0.0098 0.0000 2.5396 0.0076 0.0099 0.0103 0.0000 2.5826 0.0073 0.0103 0.0108 0.0000 2.6257 0.0071 0.0106 0.0112 0.0000 2.6687 0.0069 0.0110 0.0117 0.0000 2.7118 0.0067 0.0114 0.0121 0.0000 2.7548 0.0065 0.0118 0.0125 0.0000 2.7979 0.0063 0.0121 0.0129 0.0000 2.8409 0.0061 0.0125 0.0133 0.0000 2.8839 0.0059 0.0129 0.0137 0.0000 2.9270 0.0057 0.0133 0.0140 0.0000 2.9700 0.0055 0.0137 0.0144 0.0000 3.0131 0.0053 0.0142 0.0147 0.0000 3.0561 0.0051 0.0146 0.0151 0.0000 3.0992 0.0049 0.0150 0.0154 0.0000 3.1422 0.0048 0.0155 0.0158 0.0000 3.1853 0.0046 0.0159 0.0161 0.0000 3.2283 0.0044 0.0164 0.0164 0.0000 3.2500 0.0042 0.0166 0.0214 0.0000 Biofilter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 3.2500 0.0257 0.0166 0.0000 0.0219 0.0000 3.2930 0.0261 0.0177 0.0000 0.0219 0.0000 3.3361 0.0265 0.0188 0.0000 0.0225 0.0000 3.3791 0.0269 0.0200 0.0000 0.0230 0.0000 3.4222 0.0274 0.0212 0.0000 0.0235 0.0000 3.4652 0.0278 0.0223 0.0000 0.0240 0.0000 3.5083 0.0282 0.0235 0.0000 0.0246 0.0000 222-1 8/27/2018 9:55:57 AM Page 13 3.5513 0.0286 0.0248 0.0000 0.0251 0.0000 3.5944 0.0290 0.0260 0.0000 0.0256 0.0000 3.6374 0.0295 0.0273 0.0000 0.0262 0.0000 3.6804 0.0299 0.0285 0.0000 0.0267 0.0000 3.7235 0.0303 0.0298 0.0000 0.0272 0.0000 3.7665 0.0308 0.0312 0.0225 0.0277 0.0000 3.8096 0.0312 0.0325 0.1540 0.0283 0.0000 3.8526 0.0316 0.0338 0.3465 0.0288 0.0000 3.8957 0.0321 0.0352 0.5796 0.0293 0.0000 3.9170 0.0323 0.0359 0.8377 0.0296 0.0000 222-1 8/27/2018 9:55:57 AM Page 14 Surface BMP-2 Element Flows To: Outlet 1 Outlet 2 BMP-2 222-1 8/27/2018 9:55:57 AM Page 15 BMP 3 Bottom Length: 17.00 ft. Bottom Width: 10.00 ft. Material thickness of first layer: 0.25 Material type for first layer: Mulch Material thickness of second layer: 1.5 Material type for second layer: ESM Material thickness of third layer: 1.5 Material type for third layer: GRAVEL Underdrain used Underdrain Diameter (feet):0.5 Orifice Diameter (in.):0.75 Offset (in.):3 Flow Through Underdrain (ac-ft.):4.026 Total Outflow (ac-ft.):4.14 Percent Through Underdrain:97.24 Discharge Structure Riser Height:0.5 ft. Riser Diameter:12 in. Element Flows To: Outlet 1 Outlet 2 Biofilter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.0247 0.0000 0.0000 0.0000 0.0430 0.0245 0.0001 0.0000 0.0000 0.0861 0.0241 0.0001 0.0000 0.0000 0.1291 0.0237 0.0002 0.0000 0.0000 0.1722 0.0234 0.0002 0.0000 0.0000 0.2152 0.0230 0.0003 0.0000 0.0000 0.2583 0.0226 0.0003 0.0000 0.0000 0.3013 0.0222 0.0004 0.0000 0.0000 0.3444 0.0219 0.0005 0.0000 0.0000 0.3874 0.0215 0.0005 0.0000 0.0000 0.4304 0.0211 0.0006 0.0000 0.0000 0.4735 0.0208 0.0007 0.0000 0.0000 0.5165 0.0204 0.0008 0.0000 0.0000 0.5596 0.0201 0.0008 0.0000 0.0000 0.6026 0.0197 0.0009 0.0000 0.0000 0.6457 0.0194 0.0010 0.0000 0.0000 0.6887 0.0190 0.0011 0.0000 0.0000 0.7317 0.0187 0.0012 0.0000 0.0000 0.7748 0.0183 0.0013 0.0000 0.0000 0.8178 0.0180 0.0014 0.0000 0.0000 0.8609 0.0177 0.0015 0.0000 0.0000 0.9039 0.0173 0.0016 0.0000 0.0000 0.9470 0.0170 0.0017 0.0000 0.0000 0.9900 0.0167 0.0018 0.0000 0.0000 1.0331 0.0164 0.0019 0.0000 0.0000 1.0761 0.0160 0.0020 0.0004 0.0000 1.1191 0.0157 0.0021 0.0006 0.0000 1.1622 0.0154 0.0022 0.0015 0.0000 1.2052 0.0151 0.0024 0.0020 0.0000 1.2483 0.0148 0.0025 0.0026 0.0000 1.2913 0.0145 0.0026 0.0030 0.0000 222-1 8/27/2018 9:55:57 AM Page 16 1.3344 0.0142 0.0028 0.0035 0.0000 1.3774 0.0139 0.0029 0.0038 0.0000 1.4205 0.0136 0.0030 0.0042 0.0000 1.4635 0.0133 0.0032 0.0044 0.0000 1.5065 0.0130 0.0033 0.0048 0.0000 1.5496 0.0128 0.0035 0.0049 0.0000 1.5926 0.0125 0.0036 0.0053 0.0000 1.6357 0.0122 0.0038 0.0054 0.0000 1.6787 0.0119 0.0039 0.0057 0.0000 1.7218 0.0117 0.0041 0.0059 0.0000 1.7648 0.0114 0.0043 0.0062 0.0000 1.8078 0.0111 0.0046 0.0063 0.0000 1.8509 0.0109 0.0048 0.0066 0.0000 1.8939 0.0106 0.0050 0.0067 0.0000 1.9370 0.0103 0.0053 0.0069 0.0000 1.9800 0.0101 0.0056 0.0071 0.0000 2.0231 0.0098 0.0058 0.0073 0.0000 2.0661 0.0096 0.0061 0.0074 0.0000 2.1092 0.0093 0.0064 0.0076 0.0000 2.1522 0.0091 0.0066 0.0078 0.0000 2.1952 0.0089 0.0069 0.0080 0.0000 2.2383 0.0086 0.0072 0.0081 0.0000 2.2813 0.0084 0.0075 0.0083 0.0000 2.3244 0.0082 0.0078 0.0083 0.0000 2.3674 0.0079 0.0081 0.0085 0.0000 2.4105 0.0077 0.0084 0.0089 0.0000 2.4535 0.0075 0.0087 0.0093 0.0000 2.4965 0.0073 0.0091 0.0098 0.0000 2.5396 0.0071 0.0094 0.0103 0.0000 2.5826 0.0069 0.0097 0.0108 0.0000 2.6257 0.0066 0.0101 0.0112 0.0000 2.6687 0.0064 0.0104 0.0117 0.0000 2.7118 0.0062 0.0108 0.0121 0.0000 2.7548 0.0060 0.0111 0.0125 0.0000 2.7979 0.0058 0.0115 0.0129 0.0000 2.8409 0.0057 0.0119 0.0133 0.0000 2.8839 0.0055 0.0123 0.0137 0.0000 2.9270 0.0053 0.0127 0.0140 0.0000 2.9700 0.0051 0.0130 0.0144 0.0000 3.0131 0.0049 0.0134 0.0147 0.0000 3.0561 0.0047 0.0139 0.0151 0.0000 3.0992 0.0046 0.0143 0.0154 0.0000 3.1422 0.0044 0.0147 0.0158 0.0000 3.1853 0.0042 0.0151 0.0161 0.0000 3.2283 0.0041 0.0155 0.0164 0.0000 3.2500 0.0039 0.0158 0.0197 0.0000 Biofilter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 3.2500 0.0247 0.0158 0.0000 0.0202 0.0000 3.2930 0.0251 0.0168 0.0000 0.0202 0.0000 3.3361 0.0255 0.0179 0.0000 0.0206 0.0000 3.3791 0.0259 0.0190 0.0000 0.0211 0.0000 3.4222 0.0263 0.0202 0.0000 0.0216 0.0000 3.4652 0.0267 0.0213 0.0000 0.0221 0.0000 3.5083 0.0271 0.0225 0.0000 0.0226 0.0000 3.5513 0.0275 0.0236 0.0000 0.0231 0.0000 3.5944 0.0279 0.0248 0.0000 0.0235 0.0000 222-1 8/27/2018 9:55:57 AM Page 17 3.6374 0.0284 0.0260 0.0000 0.0240 0.0000 3.6804 0.0288 0.0273 0.0000 0.0245 0.0000 3.7235 0.0292 0.0285 0.0000 0.0250 0.0000 3.7665 0.0296 0.0298 0.0225 0.0255 0.0000 3.8096 0.0301 0.0311 0.1540 0.0260 0.0000 3.8526 0.0305 0.0324 0.3465 0.0265 0.0000 3.8957 0.0309 0.0337 0.5796 0.0269 0.0000 3.9170 0.0312 0.0344 0.8377 0.0272 0.0000 222-1 8/27/2018 9:55:57 AM Page 18 Surface BMP 3 Element Flows To: Outlet 1 Outlet 2 BMP 3 222-1 8/27/2018 9:55:57 AM Page 19 BMP 4 Bottom Length: 18.50 ft. Bottom Width: 10.00 ft. Material thickness of first layer: 0.25 Material type for first layer: Mulch Material thickness of second layer: 1.5 Material type for second layer: ESM Material thickness of third layer: 1 Material type for third layer: GRAVEL Infiltration On Infiltration rate:0.5 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):4.32 Total Volume Through Riser (ac-ft.):0.571 Total Volume Through Facility (ac-ft.):4.891 Percent Infiltrated:88.33 Total Precip Applied to Facility:0.537 Total Evap From Facility:0.259 Underdrain not used Discharge Structure Riser Height:1 ft. Riser Diameter:120 in. Notch Type:Rectangular Notch Width:3.000 ft. Notch Height:0.250 ft. Element Flows To: Outlet 1 Outlet 2 Biofilter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.0213 0.0000 0.0000 0.0000 0.0430 0.0210 0.0001 0.0000 0.0000 0.0861 0.0206 0.0001 0.0000 0.0000 0.1291 0.0203 0.0002 0.0000 0.0000 0.1722 0.0199 0.0002 0.0000 0.0000 0.2152 0.0195 0.0003 0.0000 0.0000 0.2583 0.0192 0.0004 0.0000 0.0001 0.3013 0.0189 0.0004 0.0000 0.0001 0.3444 0.0185 0.0005 0.0000 0.0002 0.3874 0.0182 0.0006 0.0000 0.0003 0.4304 0.0178 0.0007 0.0000 0.0004 0.4735 0.0175 0.0007 0.0000 0.0004 0.5165 0.0172 0.0008 0.0000 0.0006 0.5596 0.0168 0.0009 0.0000 0.0008 0.6026 0.0165 0.0010 0.0000 0.0010 0.6457 0.0162 0.0011 0.0000 0.0012 0.6887 0.0159 0.0012 0.0000 0.0015 0.7317 0.0156 0.0013 0.0000 0.0017 0.7748 0.0153 0.0014 0.0000 0.0019 0.8178 0.0150 0.0015 0.0000 0.0021 0.8609 0.0146 0.0016 0.0000 0.0021 0.9039 0.0143 0.0017 0.0000 0.0021 0.9470 0.0140 0.0018 0.0000 0.0021 0.9900 0.0137 0.0019 0.0000 0.0021 1.0331 0.0135 0.0020 0.0000 0.0021 222-1 8/27/2018 9:55:57 AM Page 20 1.0761 0.0132 0.0022 0.0000 0.0021 1.1191 0.0129 0.0023 0.0000 0.0021 1.1622 0.0126 0.0024 0.0000 0.0021 1.2052 0.0123 0.0025 0.0000 0.0021 1.2483 0.0120 0.0027 0.0000 0.0021 1.2913 0.0118 0.0028 0.0000 0.0021 1.3344 0.0115 0.0029 0.0000 0.0021 1.3774 0.0112 0.0031 0.0000 0.0021 1.4205 0.0110 0.0032 0.0000 0.0021 1.4635 0.0107 0.0034 0.0000 0.0021 1.5065 0.0104 0.0035 0.0000 0.0021 1.5496 0.0102 0.0037 0.0000 0.0021 1.5926 0.0099 0.0039 0.0000 0.0021 1.6357 0.0097 0.0040 0.0000 0.0021 1.6787 0.0094 0.0042 0.0000 0.0021 1.7218 0.0092 0.0044 0.0000 0.0021 1.7648 0.0089 0.0046 0.0000 0.0021 1.8078 0.0087 0.0049 0.0000 0.0021 1.8509 0.0085 0.0051 0.0000 0.0021 1.8939 0.0082 0.0054 0.0000 0.0021 1.9370 0.0080 0.0056 0.0000 0.0021 1.9800 0.0078 0.0059 0.0000 0.0021 2.0231 0.0076 0.0062 0.0000 0.0021 2.0661 0.0073 0.0065 0.0000 0.0021 2.1092 0.0071 0.0067 0.0000 0.0021 2.1522 0.0069 0.0070 0.0000 0.0021 2.1952 0.0067 0.0073 0.0000 0.0021 2.2383 0.0065 0.0076 0.0000 0.0021 2.2813 0.0063 0.0079 0.0000 0.0021 2.3244 0.0061 0.0083 0.0000 0.0021 2.3674 0.0059 0.0086 0.0000 0.0021 2.4105 0.0057 0.0089 0.0000 0.0021 2.4535 0.0055 0.0092 0.0000 0.0021 2.4965 0.0053 0.0096 0.0000 0.0021 2.5396 0.0051 0.0099 0.0000 0.0021 2.5826 0.0049 0.0103 0.0000 0.0021 2.6257 0.0048 0.0106 0.0000 0.0021 2.6687 0.0046 0.0110 0.0000 0.0021 2.7118 0.0044 0.0114 0.0000 0.0021 2.7500 0.0042 0.0117 0.0000 0.0021 Biofilter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 2.7500 0.0213 0.0117 0.0000 0.0219 0.0000 2.7930 0.0217 0.0126 0.0000 0.0219 0.0000 2.8361 0.0220 0.0136 0.0000 0.0225 0.0000 2.8791 0.0224 0.0145 0.0000 0.0230 0.0000 2.9222 0.0228 0.0155 0.0000 0.0235 0.0000 2.9652 0.0232 0.0165 0.0000 0.0240 0.0000 3.0083 0.0235 0.0175 0.0000 0.0246 0.0000 3.0513 0.0239 0.0185 0.0000 0.0251 0.0000 3.0944 0.0243 0.0196 0.0000 0.0256 0.0000 3.1374 0.0247 0.0206 0.0000 0.0262 0.0000 3.1804 0.0251 0.0217 0.0000 0.0267 0.0000 3.2235 0.0255 0.0228 0.0000 0.0272 0.0000 3.2665 0.0259 0.0239 0.0000 0.0277 0.0000 3.3096 0.0263 0.0250 0.0000 0.0283 0.0000 3.3526 0.0267 0.0261 0.0000 0.0288 0.0000 222-1 8/27/2018 9:55:57 AM Page 21 3.3957 0.0271 0.0273 0.0000 0.0293 0.0000 3.4387 0.0275 0.0285 0.0000 0.0298 0.0000 3.4817 0.0279 0.0297 0.0000 0.0304 0.0000 3.5248 0.0284 0.0309 0.0390 0.0309 0.0000 3.5678 0.0288 0.0321 0.1765 0.0314 0.0000 3.6109 0.0292 0.0334 0.3688 0.0319 0.0000 3.6539 0.0296 0.0346 0.6033 0.0325 0.0000 3.6970 0.0301 0.0359 0.8733 0.0330 0.0000 3.7400 0.0305 0.0372 1.1747 0.0335 0.0000 3.7831 0.0309 0.0385 1.8870 0.0341 0.0000 3.8261 0.0314 0.0399 3.4775 0.0346 0.0000 3.8691 0.0318 0.0412 5.6140 0.0351 0.0000 3.9122 0.0323 0.0426 8.1804 0.0356 0.0000 3.9170 0.0323 0.0428 11.114 0.0357 0.0000 222-1 8/27/2018 9:55:57 AM Page 22 Surface BMP 4 Element Flows To: Outlet 1 Outlet 2 BMP 4 222-1 8/27/2018 9:55:57 AM Page 23 BMP 5 Bottom Length: 12.50 ft. Bottom Width: 10.00 ft. Material thickness of first layer: 0.25 Material type for first layer: Mulch Material thickness of second layer: 1.5 Material type for second layer: ESM Material thickness of third layer: 1 Material type for third layer: GRAVEL Infiltration On Infiltration rate:0.5 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):3.483 Total Volume Through Riser (ac-ft.):0.333 Total Volume Through Facility (ac-ft.):3.816 Percent Infiltrated:91.27 Total Precip Applied to Facility:0.471 Total Evap From Facility:0.224 Underdrain not used Discharge Structure Riser Height:1 ft. Riser Diameter:48 in. Notch Type:Rectangular Notch Width:3.000 ft. Notch Height:0.250 ft. Element Flows To: Outlet 1 Outlet 2 Biofilter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.0176 0.0000 0.0000 0.0000 0.0430 0.0174 0.0000 0.0000 0.0000 0.0861 0.0170 0.0001 0.0000 0.0000 0.1291 0.0167 0.0001 0.0000 0.0000 0.1722 0.0164 0.0002 0.0000 0.0000 0.2152 0.0161 0.0002 0.0000 0.0000 0.2583 0.0158 0.0003 0.0000 0.0000 0.3013 0.0154 0.0003 0.0000 0.0001 0.3444 0.0151 0.0004 0.0000 0.0001 0.3874 0.0148 0.0004 0.0000 0.0002 0.4304 0.0145 0.0005 0.0000 0.0003 0.4735 0.0142 0.0005 0.0000 0.0003 0.5165 0.0139 0.0006 0.0000 0.0004 0.5596 0.0137 0.0006 0.0000 0.0005 0.6026 0.0134 0.0007 0.0000 0.0007 0.6457 0.0131 0.0008 0.0000 0.0008 0.6887 0.0128 0.0008 0.0000 0.0010 0.7317 0.0125 0.0009 0.0000 0.0011 0.7748 0.0122 0.0010 0.0000 0.0013 0.8178 0.0120 0.0011 0.0000 0.0014 0.8609 0.0117 0.0011 0.0000 0.0014 0.9039 0.0114 0.0012 0.0000 0.0014 0.9470 0.0112 0.0013 0.0000 0.0014 0.9900 0.0109 0.0014 0.0000 0.0014 1.0331 0.0107 0.0015 0.0000 0.0014 222-1 8/27/2018 9:55:57 AM Page 24 1.0761 0.0104 0.0016 0.0000 0.0014 1.1191 0.0101 0.0017 0.0000 0.0014 1.1622 0.0099 0.0018 0.0000 0.0014 1.2052 0.0097 0.0019 0.0000 0.0014 1.2483 0.0094 0.0020 0.0000 0.0014 1.2913 0.0092 0.0021 0.0000 0.0014 1.3344 0.0089 0.0022 0.0000 0.0014 1.3774 0.0087 0.0023 0.0000 0.0014 1.4205 0.0085 0.0024 0.0000 0.0014 1.4635 0.0082 0.0025 0.0000 0.0014 1.5065 0.0080 0.0026 0.0000 0.0014 1.5496 0.0078 0.0028 0.0000 0.0014 1.5926 0.0076 0.0029 0.0000 0.0014 1.6357 0.0074 0.0030 0.0000 0.0014 1.6787 0.0072 0.0031 0.0000 0.0014 1.7218 0.0070 0.0033 0.0000 0.0014 1.7648 0.0067 0.0035 0.0000 0.0014 1.8078 0.0065 0.0037 0.0000 0.0014 1.8509 0.0063 0.0039 0.0000 0.0014 1.8939 0.0062 0.0041 0.0000 0.0014 1.9370 0.0060 0.0043 0.0000 0.0014 1.9800 0.0058 0.0045 0.0000 0.0014 2.0231 0.0056 0.0047 0.0000 0.0014 2.0661 0.0054 0.0050 0.0000 0.0014 2.1092 0.0052 0.0052 0.0000 0.0014 2.1522 0.0050 0.0054 0.0000 0.0014 2.1952 0.0049 0.0057 0.0000 0.0014 2.2383 0.0047 0.0059 0.0000 0.0014 2.2813 0.0045 0.0062 0.0000 0.0014 2.3244 0.0044 0.0064 0.0000 0.0014 2.3674 0.0042 0.0067 0.0000 0.0014 2.4105 0.0040 0.0070 0.0000 0.0014 2.4535 0.0039 0.0072 0.0000 0.0014 2.4965 0.0037 0.0075 0.0000 0.0014 2.5396 0.0036 0.0078 0.0000 0.0014 2.5826 0.0034 0.0081 0.0000 0.0014 2.6257 0.0033 0.0084 0.0000 0.0014 2.6687 0.0031 0.0087 0.0000 0.0014 2.7118 0.0030 0.0090 0.0000 0.0014 2.7500 0.0029 0.0093 0.0000 0.0014 Biofilter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 2.7500 0.0176 0.0093 0.0000 0.0148 0.0000 2.7930 0.0180 0.0100 0.0000 0.0148 0.0000 2.8361 0.0183 0.0108 0.0000 0.0152 0.0000 2.8791 0.0186 0.0116 0.0000 0.0155 0.0000 2.9222 0.0190 0.0124 0.0000 0.0159 0.0000 2.9652 0.0193 0.0132 0.0000 0.0162 0.0000 3.0083 0.0197 0.0141 0.0000 0.0166 0.0000 3.0513 0.0200 0.0149 0.0000 0.0170 0.0000 3.0944 0.0204 0.0158 0.0000 0.0173 0.0000 3.1374 0.0207 0.0167 0.0000 0.0177 0.0000 3.1804 0.0211 0.0176 0.0000 0.0180 0.0000 3.2235 0.0214 0.0185 0.0000 0.0184 0.0000 3.2665 0.0218 0.0194 0.0000 0.0187 0.0000 3.3096 0.0222 0.0204 0.0000 0.0191 0.0000 3.3526 0.0225 0.0213 0.0000 0.0194 0.0000 222-1 8/27/2018 9:55:57 AM Page 25 3.3957 0.0229 0.0223 0.0000 0.0198 0.0000 3.4387 0.0233 0.0233 0.0000 0.0202 0.0000 3.4817 0.0237 0.0243 0.0000 0.0205 0.0000 3.5248 0.0241 0.0253 0.0390 0.0209 0.0000 3.5678 0.0244 0.0264 0.1765 0.0212 0.0000 3.6109 0.0248 0.0275 0.3688 0.0216 0.0000 3.6539 0.0252 0.0285 0.6033 0.0219 0.0000 3.6970 0.0256 0.0296 0.8733 0.0223 0.0000 3.7400 0.0260 0.0307 1.1747 0.0227 0.0000 3.7831 0.0264 0.0319 1.5040 0.0230 0.0000 3.8261 0.0268 0.0330 2.1398 0.0234 0.0000 3.8691 0.0272 0.0342 2.9935 0.0237 0.0000 3.9122 0.0276 0.0354 4.0187 0.0241 0.0000 3.9170 0.0277 0.0355 5.1897 0.0241 0.0000 222-1 8/27/2018 9:55:57 AM Page 26 Surface BMP 5 Element Flows To: Outlet 1 Outlet 2 BMP 5 222-1 8/27/2018 9:55:57 AM Page 27 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.19 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.19 Total Impervious Area:0 Flow Frequency Method:Weibull Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.049116 5 year 0.084987 10 year 0.114821 25 year 0.136755 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.049116 5 year 0.084987 10 year 0.114821 25 year 0.136755 222-1 8/27/2018 9:56:03 AM Page 28 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0049 627 627 100 Pass 0.0060 534 534 100 Pass 0.0071 474 474 100 Pass 0.0082 427 427 100 Pass 0.0094 377 377 100 Pass 0.0105 325 325 100 Pass 0.0116 268 268 100 Pass 0.0127 231 231 100 Pass 0.0138 216 216 100 Pass 0.0149 197 197 100 Pass 0.0160 183 183 100 Pass 0.0171 173 173 100 Pass 0.0182 167 167 100 Pass 0.0193 161 161 100 Pass 0.0205 153 153 100 Pass 0.0216 146 146 100 Pass 0.0227 141 141 100 Pass 0.0238 135 135 100 Pass 0.0249 122 122 100 Pass 0.0260 112 112 100 Pass 0.0271 104 104 100 Pass 0.0282 94 94 100 Pass 0.0293 87 87 100 Pass 0.0304 81 81 100 Pass 0.0316 78 78 100 Pass 0.0327 77 77 100 Pass 0.0338 73 73 100 Pass 0.0349 69 69 100 Pass 0.0360 68 68 100 Pass 0.0371 61 61 100 Pass 0.0382 58 58 100 Pass 0.0393 54 54 100 Pass 0.0404 52 52 100 Pass 0.0415 51 51 100 Pass 0.0427 46 46 100 Pass 0.0438 45 45 100 Pass 0.0449 41 41 100 Pass 0.0460 38 38 100 Pass 0.0471 37 37 100 Pass 0.0482 36 36 100 Pass 0.0493 32 32 100 Pass 0.0504 31 31 100 Pass 0.0515 29 29 100 Pass 0.0527 26 26 100 Pass 0.0538 25 25 100 Pass 0.0549 24 24 100 Pass 0.0560 24 24 100 Pass 0.0571 22 22 100 Pass 0.0582 22 22 100 Pass 0.0593 20 20 100 Pass 0.0604 20 20 100 Pass 0.0615 17 17 100 Pass 0.0626 16 16 100 Pass 222-1 8/27/2018 9:56:03 AM Page 29 0.0638 16 16 100 Pass 0.0649 16 16 100 Pass 0.0660 16 16 100 Pass 0.0671 16 16 100 Pass 0.0682 15 15 100 Pass 0.0693 15 15 100 Pass 0.0704 15 15 100 Pass 0.0715 15 15 100 Pass 0.0726 15 15 100 Pass 0.0737 15 15 100 Pass 0.0749 15 15 100 Pass 0.0760 14 14 100 Pass 0.0771 14 14 100 Pass 0.0782 14 14 100 Pass 0.0793 14 14 100 Pass 0.0804 12 12 100 Pass 0.0815 11 11 100 Pass 0.0826 10 10 100 Pass 0.0837 10 10 100 Pass 0.0848 9 9 100 Pass 0.0860 8 8 100 Pass 0.0871 8 8 100 Pass 0.0882 8 8 100 Pass 0.0893 8 8 100 Pass 0.0904 8 8 100 Pass 0.0915 8 8 100 Pass 0.0926 8 8 100 Pass 0.0937 8 8 100 Pass 0.0948 7 7 100 Pass 0.0959 7 7 100 Pass 0.0971 6 6 100 Pass 0.0982 6 6 100 Pass 0.0993 6 6 100 Pass 0.1004 6 6 100 Pass 0.1015 6 6 100 Pass 0.1026 6 6 100 Pass 0.1037 6 6 100 Pass 0.1048 6 6 100 Pass 0.1059 6 6 100 Pass 0.1070 6 6 100 Pass 0.1082 6 6 100 Pass 0.1093 5 5 100 Pass 0.1104 5 5 100 Pass 0.1115 5 5 100 Pass 0.1126 5 5 100 Pass 0.1137 5 5 100 Pass 0.1148 4 4 100 Pass 222-1 8/27/2018 9:56:03 AM Page 30 Water Quality 222-1 8/27/2018 9:56:03 AM Page 31 POC 2 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #2 Total Pervious Area:0.87 Total Impervious Area:0 Mitigated Landuse Totals for POC #2 Total Pervious Area:0.47 Total Impervious Area:0.4 Flow Frequency Method:Weibull Flow Frequency Return Periods for Predeveloped. POC #2 Return Period Flow(cfs) 2 year 0.229954 5 year 0.394118 10 year 0.528093 25 year 0.646556 Flow Frequency Return Periods for Mitigated. POC #2 Return Period Flow(cfs) 2 year 0.046004 5 year 0.192977 10 year 0.360229 25 year 0.417815 222-1 8/27/2018 9:56:10 AM Page 32 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0230 641 706 110 Pass 0.0281 554 435 78 Pass 0.0332 478 208 43 Pass 0.0383 441 173 39 Pass 0.0434 388 151 38 Pass 0.0485 341 128 37 Pass 0.0536 287 110 38 Pass 0.0587 239 94 39 Pass 0.0638 222 85 38 Pass 0.0689 204 74 36 Pass 0.0740 192 61 31 Pass 0.0791 178 58 32 Pass 0.0842 170 53 31 Pass 0.0893 163 50 30 Pass 0.0944 157 48 30 Pass 0.0995 148 47 31 Pass 0.1046 143 47 32 Pass 0.1097 137 46 33 Pass 0.1148 127 43 33 Pass 0.1199 117 42 35 Pass 0.1250 108 37 34 Pass 0.1301 98 32 32 Pass 0.1352 91 31 34 Pass 0.1403 84 29 34 Pass 0.1454 79 26 32 Pass 0.1505 78 25 32 Pass 0.1556 76 23 30 Pass 0.1607 71 22 30 Pass 0.1659 68 20 29 Pass 0.1710 64 19 29 Pass 0.1761 60 16 26 Pass 0.1812 56 16 28 Pass 0.1863 55 16 29 Pass 0.1914 51 16 31 Pass 0.1965 49 15 30 Pass 0.2016 45 14 31 Pass 0.2067 43 14 32 Pass 0.2118 39 14 35 Pass 0.2169 38 14 36 Pass 0.2220 36 14 38 Pass 0.2271 35 13 37 Pass 0.2322 33 13 39 Pass 0.2373 30 13 43 Pass 0.2424 27 13 48 Pass 0.2475 26 13 50 Pass 0.2526 24 12 50 Pass 0.2577 24 11 45 Pass 0.2628 23 10 43 Pass 0.2679 23 10 43 Pass 0.2730 22 10 45 Pass 0.2781 21 10 47 Pass 0.2832 17 10 58 Pass 0.2883 16 10 62 Pass 222-1 8/27/2018 9:56:10 AM Page 33 0.2934 16 10 62 Pass 0.2985 16 9 56 Pass 0.3036 16 9 56 Pass 0.3087 16 9 56 Pass 0.3138 16 9 56 Pass 0.3189 15 9 60 Pass 0.3240 15 8 53 Pass 0.3291 15 8 53 Pass 0.3342 15 8 53 Pass 0.3393 15 8 53 Pass 0.3444 15 8 53 Pass 0.3495 15 8 53 Pass 0.3546 14 8 57 Pass 0.3597 14 7 50 Pass 0.3648 14 7 50 Pass 0.3699 12 5 41 Pass 0.3750 11 3 27 Pass 0.3801 10 3 30 Pass 0.3852 10 3 30 Pass 0.3903 9 3 33 Pass 0.3954 9 2 22 Pass 0.4005 8 2 25 Pass 0.4056 8 2 25 Pass 0.4107 8 2 25 Pass 0.4158 8 2 25 Pass 0.4210 8 2 25 Pass 0.4261 8 2 25 Pass 0.4312 8 2 25 Pass 0.4363 7 2 28 Pass 0.4414 7 2 28 Pass 0.4465 7 2 28 Pass 0.4516 6 2 33 Pass 0.4567 6 2 33 Pass 0.4618 6 2 33 Pass 0.4669 6 2 33 Pass 0.4720 6 2 33 Pass 0.4771 6 2 33 Pass 0.4822 6 2 33 Pass 0.4873 6 2 33 Pass 0.4924 6 2 33 Pass 0.4975 6 2 33 Pass 0.5026 6 2 33 Pass 0.5077 6 2 33 Pass 0.5128 5 2 40 Pass 0.5179 5 2 40 Pass 0.5230 5 2 40 Pass 0.5281 4 2 50 Pass 222-1 8/27/2018 9:56:10 AM Page 34 Water Quality 222-1 8/27/2018 9:56:10 AM Page 35 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. 222-1 8/27/2018 9:56:10 AM Page 36 Appendix Predeveloped Schematic 222-1 8/27/2018 9:56:11 AM Page 37 Mitigated Schematic 222-1 8/27/2018 9:56:11 AM Page 38 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1959 10 01 END 2004 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 222-1.wdm MESSU 25 Pre222-1.MES 27 Pre222-1.L61 28 Pre222-1.L62 30 POC222-11.dat 31 POC222-12.dat END FILES OPN SEQUENCE INGRP INDELT 00:60 PERLND 28 PERLND 29 PERLND 30 COPY 501 COPY 502 DISPLY 1 DISPLY 2 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Pre-Developed Basin-1 MAX 1 2 30 9 2 Pre-Developed Basin-2 MAX 1 2 31 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 502 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 28 D,NatVeg,Flat 1 1 1 1 27 0 29 D,NatVeg,Moderate 1 1 1 1 27 0 30 D,NatVeg,Steep 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 222-1 8/27/2018 9:56:11 AM Page 39 28 0 0 1 0 0 0 0 0 0 0 0 0 29 0 0 1 0 0 0 0 0 0 0 0 0 30 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 28 0 0 4 0 0 0 0 0 0 0 0 0 1 9 29 0 0 4 0 0 0 0 0 0 0 0 0 1 9 30 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 28 0 1 1 1 0 0 0 0 1 1 0 29 0 1 1 1 0 0 0 0 1 1 0 30 0 1 1 1 0 0 0 0 1 1 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 28 0 3.3 0.03 100 0.05 2.5 0.915 29 0 3 0.025 80 0.1 2.5 0.915 30 0 2.7 0.02 75 0.15 2.5 0.915 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 28 0 0 2 2 0 0.05 0.05 29 0 0 2 2 0 0.05 0.05 30 0 0 2 2 0 0.05 0.05 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 28 0 0.6 0.04 1 0.3 0 29 0 0.6 0.04 1 0.3 0 30 0 0.6 0.04 1 0.3 0 END PWAT-PARM4 MON-LZETPARM <PLS > PWATER input info: Part 3 *** # - # JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 28 0.4 0.4 0.4 0.4 0.6 0.6 0.6 0.6 0.6 0.4 0.4 0.4 29 0.4 0.4 0.4 0.4 0.6 0.6 0.6 0.6 0.6 0.4 0.4 0.4 30 0.4 0.4 0.4 0.4 0.6 0.6 0.6 0.6 0.6 0.4 0.4 0.4 END MON-LZETPARM MON-INTERCEP <PLS > PWATER input info: Part 3 *** # - # JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 28 0.1 0.1 0.1 0.1 0.06 0.06 0.06 0.06 0.06 0.1 0.1 0.1 29 0.1 0.1 0.1 0.1 0.06 0.06 0.06 0.06 0.06 0.1 0.1 0.1 30 0.1 0.1 0.1 0.1 0.06 0.06 0.06 0.06 0.06 0.1 0.1 0.1 END MON-INTERCEP PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 28 0 0 0.01 0 0.4 0.01 0 29 0 0 0.01 0 0.4 0.01 0 30 0 0 0.01 0 0.4 0.01 0 END PWAT-STATE1 END PERLND IMPLND 222-1 8/27/2018 9:56:11 AM Page 40 GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Pre-Developed Basin-1*** PERLND 28 0.08 COPY 501 12 PERLND 28 0.08 COPY 501 13 PERLND 29 0.02 COPY 501 12 PERLND 29 0.02 COPY 501 13 PERLND 30 0.09 COPY 501 12 PERLND 30 0.09 COPY 501 13 Pre-Developed Basin-2*** PERLND 28 0.07 COPY 502 12 PERLND 28 0.07 COPY 502 13 PERLND 29 0.48 COPY 502 12 PERLND 29 0.48 COPY 502 13 PERLND 30 0.32 COPY 502 12 PERLND 30 0.32 COPY 502 13 ******Routing****** 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 COPY 502 OUTPUT MEAN 1 1 12.1 DISPLY 2 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** 222-1 8/27/2018 9:56:11 AM Page 41 END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem 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 END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 12.1 WDM 501 FLOW ENGL REPL COPY 502 OUTPUT MEAN 1 1 12.1 WDM 502 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** 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 222-1 8/27/2018 9:56:11 AM Page 42 END MASS-LINK 13 END MASS-LINK END RUN 222-1 8/27/2018 9:56:11 AM Page 43 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1959 10 01 END 2004 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 222-1.wdm MESSU 25 Mit222-1.MES 27 Mit222-1.L61 28 Mit222-1.L62 30 POC222-11.dat 31 POC222-12.dat END FILES OPN SEQUENCE INGRP INDELT 00:60 PERLND 28 PERLND 29 PERLND 30 IMPLND 1 IMPLND 2 GENER 2 RCHRES 1 RCHRES 2 GENER 4 RCHRES 3 RCHRES 4 GENER 6 RCHRES 5 RCHRES 6 GENER 8 RCHRES 7 RCHRES 8 COPY 501 COPY 2 COPY 502 DISPLY 1 DISPLY 2 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Post-Project Basin-1 MAX 1 2 30 9 2 Surface BMP-2 MAX 1 2 31 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 2 1 1 502 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** 2 24 4 24 6 24 222-1 8/27/2018 9:56:11 AM Page 44 8 24 END OPCODE PARM # # K *** 2 0. 4 0. 6 0. 8 0. END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 28 D,NatVeg,Flat 1 1 1 1 27 0 29 D,NatVeg,Moderate 1 1 1 1 27 0 30 D,NatVeg,Steep 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 28 0 0 1 0 0 0 0 0 0 0 0 0 29 0 0 1 0 0 0 0 0 0 0 0 0 30 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 28 0 0 4 0 0 0 0 0 0 0 0 0 1 9 29 0 0 4 0 0 0 0 0 0 0 0 0 1 9 30 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 28 0 1 1 1 0 0 0 0 1 1 0 29 0 1 1 1 0 0 0 0 1 1 0 30 0 1 1 1 0 0 0 0 1 1 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 28 0 3.3 0.03 100 0.05 2.5 0.915 29 0 3 0.025 80 0.1 2.5 0.915 30 0 2.7 0.02 75 0.15 2.5 0.915 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 28 0 0 2 2 0 0.05 0.05 29 0 0 2 2 0 0.05 0.05 30 0 0 2 2 0 0.05 0.05 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 28 0 0.6 0.04 1 0.3 0 29 0 0.6 0.04 1 0.3 0 30 0 0.6 0.04 1 0.3 0 END PWAT-PARM4 MON-LZETPARM <PLS > PWATER input info: Part 3 *** # - # JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 222-1 8/27/2018 9:56:11 AM Page 45 28 0.4 0.4 0.4 0.4 0.6 0.6 0.6 0.6 0.6 0.4 0.4 0.4 29 0.4 0.4 0.4 0.4 0.6 0.6 0.6 0.6 0.6 0.4 0.4 0.4 30 0.4 0.4 0.4 0.4 0.6 0.6 0.6 0.6 0.6 0.4 0.4 0.4 END MON-LZETPARM MON-INTERCEP <PLS > PWATER input info: Part 3 *** # - # JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 28 0.1 0.1 0.1 0.1 0.06 0.06 0.06 0.06 0.06 0.1 0.1 0.1 29 0.1 0.1 0.1 0.1 0.06 0.06 0.06 0.06 0.06 0.1 0.1 0.1 30 0.1 0.1 0.1 0.1 0.06 0.06 0.06 0.06 0.06 0.1 0.1 0.1 END MON-INTERCEP PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 28 0 0 0.01 0 0.4 0.01 0 29 0 0 0.01 0 0.4 0.01 0 30 0 0 0.01 0 0.4 0.01 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 IMPERVIOUS-FLAT 1 1 1 27 0 2 IMPERVIOUS-MOD 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 2 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 2 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 1 2 0 0 0 0 1 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 100 0.05 0.011 0.1 2 100 0.1 0.011 0.08 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 2 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation 222-1 8/27/2018 9:56:11 AM Page 46 # - # *** RETS SURS 1 0 0 2 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Post-Project Basin-2*** PERLND 28 0.13 RCHRES 1 2 PERLND 28 0.13 RCHRES 1 3 PERLND 30 0.03 RCHRES 1 2 PERLND 30 0.03 RCHRES 1 3 IMPLND 1 0.1 RCHRES 1 5 Post-Project Basin-3*** PERLND 28 0.1 RCHRES 3 2 PERLND 28 0.1 RCHRES 3 3 PERLND 30 0.02 RCHRES 3 2 PERLND 30 0.02 RCHRES 3 3 IMPLND 1 0.1 RCHRES 3 5 Post-Project Basin-4*** PERLND 28 0.12 RCHRES 5 2 PERLND 28 0.12 RCHRES 5 3 PERLND 30 0.02 RCHRES 5 2 PERLND 30 0.02 RCHRES 5 3 IMPLND 1 0.1 RCHRES 5 5 IMPLND 2 0.01 RCHRES 5 5 Post-Project Basin-5*** PERLND 30 0.05 RCHRES 7 2 PERLND 30 0.05 RCHRES 7 3 IMPLND 2 0.09 RCHRES 7 5 Post-Project Basin-1*** PERLND 28 0.08 COPY 501 12 PERLND 28 0.08 COPY 501 13 PERLND 29 0.02 COPY 501 12 PERLND 29 0.02 COPY 501 13 PERLND 30 0.09 COPY 501 12 PERLND 30 0.09 COPY 501 13 ******Routing****** PERLND 28 0.13 COPY 2 12 PERLND 30 0.03 COPY 2 12 IMPLND 1 0.1 COPY 2 15 PERLND 28 0.13 COPY 2 13 PERLND 30 0.03 COPY 2 13 PERLND 28 0.1 COPY 2 12 PERLND 30 0.02 COPY 2 12 IMPLND 1 0.1 COPY 2 15 PERLND 28 0.1 COPY 2 13 PERLND 30 0.02 COPY 2 13 PERLND 28 0.12 COPY 2 12 PERLND 30 0.02 COPY 2 12 IMPLND 1 0.1 COPY 2 15 IMPLND 2 0.01 COPY 2 15 PERLND 28 0.12 COPY 2 13 PERLND 30 0.02 COPY 2 13 PERLND 30 0.05 COPY 2 12 IMPLND 2 0.09 COPY 2 15 PERLND 30 0.05 COPY 2 13 RCHRES 1 1 RCHRES 2 8 RCHRES 3 1 RCHRES 4 8 RCHRES 5 1 RCHRES 6 8 RCHRES 7 1 RCHRES 8 8 RCHRES 2 1 COPY 502 16 RCHRES 1 1 COPY 502 17 RCHRES 4 1 COPY 502 16 RCHRES 3 1 COPY 502 17 RCHRES 6 1 COPY 502 17 222-1 8/27/2018 9:56:11 AM Page 47 RCHRES 5 1 COPY 502 17 RCHRES 8 1 COPY 502 17 RCHRES 7 1 COPY 502 17 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 COPY 502 OUTPUT MEAN 1 1 12.1 DISPLY 2 INPUT TIMSER 1 GENER 2 OUTPUT TIMSER .0002778 RCHRES 1 EXTNL OUTDGT 1 GENER 4 OUTPUT TIMSER .0002778 RCHRES 3 EXTNL OUTDGT 1 GENER 6 OUTPUT TIMSER .0002778 RCHRES 5 EXTNL OUTDGT 1 GENER 8 OUTPUT TIMSER .0002778 RCHRES 7 EXTNL OUTDGT 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 Surface BMP-2 3 1 1 1 28 0 1 2 BMP-2 1 1 1 1 28 0 1 3 Surface BMP 3 3 1 1 1 28 0 1 4 BMP 3 1 1 1 1 28 0 1 5 Surface BMP 4 3 1 1 1 28 0 1 6 BMP 4 2 1 1 1 28 0 1 7 Surface BMP 5 3 1 1 1 28 0 1 8 BMP 5 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 8 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 3 4 0 0 0 0 0 0 0 0 0 1 9 4 4 0 0 0 0 0 0 0 0 0 1 9 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 8 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 6 0 0 0 1 0 0 0 2 1 2 2 2 2 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 222-1 8/27/2018 9:56:11 AM Page 48 3 0 1 0 0 4 5 6 0 0 0 1 0 0 0 2 1 2 2 2 4 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 5 0 1 0 0 4 5 6 0 0 0 1 0 0 0 2 1 2 2 2 6 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 7 0 1 0 0 4 5 6 0 0 0 1 0 0 0 2 1 2 2 2 8 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS 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 0.5 0.0 4 4 0.01 0.0 0.0 0.5 0.0 5 5 0.01 0.0 0.0 0.5 0.0 6 6 0.01 0.0 0.0 0.5 0.0 7 7 0.01 0.0 0.0 0.5 0.0 8 8 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 Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 5.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 0 4.0 5.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5 0 4.0 5.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7 0 4.0 5.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS *** User-Defined Variable Quantity Lines *** addr *** <------> *** kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** UVQUAN vol2 RCHRES 2 VOL 4 UVQUAN v2m2 GLOBAL WORKSP 1 3 UVQUAN vpo2 GLOBAL WORKSP 2 3 UVQUAN v2d2 GENER 2 K 1 3 *** User-Defined Variable Quantity Lines *** addr *** <------> *** kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** UVQUAN vol4 RCHRES 4 VOL 4 UVQUAN v2m4 GLOBAL WORKSP 3 3 UVQUAN vpo4 GLOBAL WORKSP 4 3 UVQUAN v2d4 GENER 4 K 1 3 *** User-Defined Variable Quantity Lines *** addr *** <------> *** kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** UVQUAN vol6 RCHRES 6 VOL 4 UVQUAN v2m6 GLOBAL WORKSP 5 3 UVQUAN vpo6 GLOBAL WORKSP 6 3 UVQUAN v2d6 GENER 6 K 1 3 *** User-Defined Variable Quantity Lines *** addr *** <------> *** kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** UVQUAN vol8 RCHRES 8 VOL 4 222-1 8/27/2018 9:56:11 AM Page 49 UVQUAN v2m8 GLOBAL WORKSP 7 3 UVQUAN vpo8 GLOBAL WORKSP 8 3 UVQUAN v2d8 GENER 8 K 1 3 *** User-Defined Target Variable Names *** addr or addr or *** <------> <------> *** kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper <****> <----><-> <----><-><-><-> <---> <--> <----><-><-><-> <---> <--> UVNAME v2m2 1 WORKSP 1 1.0 QUAN UVNAME vpo2 1 WORKSP 2 1.0 QUAN UVNAME v2d2 1 K 1 1.0 QUAN *** User-Defined Target Variable Names *** addr or addr or *** <------> <------> *** kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper <****> <----><-> <----><-><-><-> <---> <--> <----><-><-><-> <---> <--> UVNAME v2m4 1 WORKSP 3 1.0 QUAN UVNAME vpo4 1 WORKSP 4 1.0 QUAN UVNAME v2d4 1 K 1 1.0 QUAN *** User-Defined Target Variable Names *** addr or addr or *** <------> <------> *** kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper <****> <----><-> <----><-><-><-> <---> <--> <----><-><-><-> <---> <--> UVNAME v2m6 1 WORKSP 5 1.0 QUAN UVNAME vpo6 1 WORKSP 6 1.0 QUAN UVNAME v2d6 1 K 1 1.0 QUAN *** User-Defined Target Variable Names *** addr or addr or *** <------> <------> *** kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper <****> <----><-> <----><-><-><-> <---> <--> <----><-><-><-> <---> <--> UVNAME v2m8 1 WORKSP 7 1.0 QUAN UVNAME vpo8 1 WORKSP 8 1.0 QUAN UVNAME v2d8 1 K 1 1.0 QUAN *** opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> <> <-><-> GENER 2 v2m2 = 676. *** Compute remaining available pore space GENER 2 vpo2 = v2m2 GENER 2 vpo2 -= vol2 *** Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo2 < 0.0) THEN GENER 2 vpo2 = 0.0 END IF *** Infiltration volume GENER 2 v2d2 = vpo2 *** opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> <> <-><-> GENER 4 v2m4 = 643. *** Compute remaining available pore space GENER 4 vpo4 = v2m4 GENER 4 vpo4 -= vol4 *** Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo4 < 0.0) THEN GENER 4 vpo4 = 0.0 END IF *** Infiltration volume GENER 4 v2d4 = vpo4 *** opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> <> <-><-> GENER 6 v2m6 = 470. *** Compute remaining available pore space GENER 6 vpo6 = v2m6 GENER 6 vpo6 -= vol6 *** Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo6 < 0.0) THEN GENER 6 vpo6 = 0.0 END IF *** Infiltration volume 222-1 8/27/2018 9:56:11 AM Page 50 GENER 6 v2d6 = vpo6 *** opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> <> <-><-> GENER 8 v2m8 = 371. *** Compute remaining available pore space GENER 8 vpo8 = v2m8 GENER 8 vpo8 -= vol8 *** Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo8 < 0.0) THEN GENER 8 vpo8 = 0.0 END IF *** Infiltration volume GENER 8 v2d8 = vpo8 END SPEC-ACTIONS FTABLES FTABLE 2 77 4 Depth Area Volume Outflow1 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.025735 0.000000 0.000000 0.043044 0.025533 0.000056 0.000000 0.086088 0.025136 0.000114 0.000000 0.129132 0.024742 0.000175 0.000000 0.172176 0.024351 0.000237 0.000000 0.215220 0.023963 0.000302 0.000000 0.258264 0.023578 0.000370 0.000000 0.301308 0.023196 0.000440 0.000000 0.344352 0.022818 0.000512 0.000000 0.387396 0.022442 0.000587 0.000000 0.430440 0.022069 0.000664 0.000000 0.473484 0.021700 0.000744 0.000000 0.516527 0.021333 0.000827 0.000000 0.559571 0.020970 0.000912 0.000000 0.602615 0.020609 0.001000 0.000000 0.645659 0.020252 0.001090 0.000000 0.688703 0.019898 0.001184 0.000000 0.731747 0.019547 0.001280 0.000000 0.774791 0.019199 0.001379 0.000000 0.817835 0.018853 0.001481 0.000000 0.860879 0.018511 0.001586 0.000000 0.903923 0.018173 0.001694 0.000000 0.946967 0.017837 0.001805 0.000000 0.990011 0.017504 0.001919 0.000000 1.033055 0.017174 0.002036 0.000000 1.076099 0.016847 0.002156 0.000431 1.119143 0.016524 0.002279 0.000646 1.162187 0.016203 0.002406 0.001533 1.205231 0.015886 0.002536 0.001977 1.248275 0.015571 0.002669 0.002645 1.291319 0.015260 0.002805 0.002979 1.334363 0.014952 0.002945 0.003494 1.377407 0.014646 0.003088 0.003752 1.420451 0.014344 0.003235 0.004177 1.463495 0.014045 0.003385 0.004390 1.506538 0.013749 0.003539 0.004758 1.549582 0.013456 0.003696 0.004942 1.592626 0.013166 0.003857 0.005272 1.635670 0.012879 0.004021 0.005437 1.678714 0.012595 0.004189 0.005738 1.721758 0.012315 0.004361 0.005888 1.764802 0.012037 0.004604 0.006167 1.807846 0.011762 0.004852 0.006307 1.850890 0.011491 0.005106 0.006568 1.893934 0.011222 0.005365 0.006699 1.936978 0.010957 0.005629 0.006946 1.980022 0.010694 0.005899 0.007069 2.023066 0.010435 0.006175 0.007303 2.066110 0.010179 0.006456 0.007420 2.109154 0.009926 0.006742 0.007644 2.152198 0.009675 0.007034 0.007756 222-1 8/27/2018 9:56:11 AM Page 51 2.195242 0.009428 0.007332 0.007970 2.238286 0.009184 0.007636 0.008077 2.281330 0.008943 0.007946 0.008283 2.324374 0.008706 0.008262 0.008292 2.367418 0.008471 0.008583 0.008492 2.410462 0.008239 0.008911 0.008875 2.453505 0.008010 0.009245 0.009332 2.496549 0.007785 0.009585 0.009814 2.539593 0.007562 0.009931 0.010295 2.582637 0.007343 0.010283 0.010766 2.625681 0.007126 0.010642 0.011223 2.668725 0.006913 0.011007 0.011665 2.711769 0.006702 0.011378 0.012092 2.754813 0.006495 0.011756 0.012504 2.797857 0.006291 0.012140 0.012904 2.840901 0.006090 0.012531 0.013293 2.883945 0.005892 0.012929 0.013670 2.926989 0.005697 0.013333 0.014037 2.970033 0.005505 0.013744 0.014396 3.013077 0.005316 0.014162 0.014746 3.056121 0.005130 0.014586 0.015088 3.099165 0.004947 0.015018 0.015423 3.142209 0.004768 0.015456 0.015753 3.185253 0.004591 0.015902 0.016078 3.228297 0.004418 0.016354 0.016404 3.250000 0.004247 0.053072 0.021412 END FTABLE 2 FTABLE 1 17 6 Depth Area Volume Outflow1 Outflow2 outflow 3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.004247 0.000000 0.000000 0.000000 0.000000 0.043044 0.026136 0.001116 0.000000 0.021939 0.000000 0.086088 0.026541 0.002250 0.000000 0.022465 0.000000 0.129132 0.026949 0.003401 0.000000 0.022992 0.000000 0.172176 0.027360 0.004570 0.000000 0.023519 0.000000 0.215220 0.027774 0.005757 0.000000 0.024045 0.000000 0.258264 0.028191 0.006961 0.000000 0.024572 0.000000 0.301308 0.028611 0.008184 0.000000 0.025099 0.000000 0.344352 0.029034 0.009424 0.000000 0.025625 0.000000 0.387396 0.029460 0.010683 0.000000 0.026152 0.000000 0.430440 0.029890 0.011961 0.000000 0.026679 0.000000 0.473484 0.030322 0.013256 0.000000 0.027205 0.000000 0.516527 0.030758 0.014571 0.022549 0.027732 0.000000 0.559571 0.031196 0.015904 0.154004 0.028259 0.000000 0.602615 0.031638 0.017257 0.346539 0.028785 0.000000 0.645659 0.032082 0.018628 0.579637 0.029312 0.000000 0.667000 0.032304 0.019315 0.837737 0.029573 0.000000 END FTABLE 1 FTABLE 4 77 4 Depth Area Volume Outflow1 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.024719 0.000000 0.000000 0.043044 0.024522 0.000051 0.000000 0.086088 0.024134 0.000105 0.000000 0.129132 0.023748 0.000161 0.000000 0.172176 0.023366 0.000219 0.000000 0.215220 0.022987 0.000279 0.000000 0.258264 0.022611 0.000341 0.000000 0.301308 0.022238 0.000406 0.000000 0.344352 0.021869 0.000473 0.000000 0.387396 0.021502 0.000542 0.000000 0.430440 0.021138 0.000614 0.000000 0.473484 0.020777 0.000688 0.000000 0.516527 0.020420 0.000765 0.000000 0.559571 0.020065 0.000844 0.000000 0.602615 0.019714 0.000926 0.000000 222-1 8/27/2018 9:56:11 AM Page 52 0.645659 0.019365 0.001011 0.000000 0.688703 0.019020 0.001098 0.000000 0.731747 0.018678 0.001188 0.000000 0.774791 0.018338 0.001281 0.000000 0.817835 0.018002 0.001376 0.000000 0.860879 0.017669 0.001474 0.000000 0.903923 0.017339 0.001575 0.000000 0.946967 0.017012 0.001679 0.000000 0.990011 0.016688 0.001786 0.000000 1.033055 0.016367 0.001896 0.000000 1.076099 0.016050 0.002009 0.000431 1.119143 0.015735 0.002125 0.000646 1.162187 0.015423 0.002244 0.001533 1.205231 0.015114 0.002366 0.001977 1.248275 0.014809 0.002492 0.002645 1.291319 0.014506 0.002620 0.002979 1.334363 0.014207 0.002752 0.003494 1.377407 0.013911 0.002887 0.003752 1.420451 0.013617 0.003026 0.004177 1.463495 0.013327 0.003167 0.004390 1.506538 0.013040 0.003313 0.004758 1.549582 0.012756 0.003461 0.004942 1.592626 0.012475 0.003614 0.005272 1.635670 0.012197 0.003769 0.005437 1.678714 0.011922 0.003929 0.005738 1.721758 0.011650 0.004092 0.005888 1.764802 0.011381 0.004322 0.006167 1.807846 0.011116 0.004557 0.006307 1.850890 0.010853 0.004798 0.006568 1.893934 0.010593 0.005044 0.006699 1.936978 0.010337 0.005295 0.006946 1.980022 0.010083 0.005552 0.007069 2.023066 0.009833 0.005813 0.007303 2.066110 0.009585 0.006081 0.007420 2.109154 0.009341 0.006353 0.007644 2.152198 0.009100 0.006632 0.007756 2.195242 0.008862 0.006916 0.007970 2.238286 0.008627 0.007205 0.008077 2.281330 0.008395 0.007500 0.008283 2.324374 0.008166 0.007801 0.008292 2.367418 0.007940 0.008108 0.008492 2.410462 0.007717 0.008421 0.008875 2.453505 0.007497 0.008739 0.009332 2.496549 0.007280 0.009064 0.009814 2.539593 0.007067 0.009395 0.010295 2.582637 0.006856 0.009731 0.010766 2.625681 0.006648 0.010074 0.011223 2.668725 0.006444 0.010423 0.011665 2.711769 0.006242 0.010778 0.012092 2.754813 0.006044 0.011140 0.012504 2.797857 0.005849 0.011508 0.012904 2.840901 0.005657 0.011882 0.013293 2.883945 0.005467 0.012263 0.013670 2.926989 0.005281 0.012651 0.014037 2.970033 0.005098 0.013045 0.014396 3.013077 0.004918 0.013445 0.014746 3.056121 0.004741 0.013852 0.015088 3.099165 0.004567 0.014266 0.015423 3.142209 0.004397 0.014687 0.015753 3.185253 0.004229 0.015115 0.016078 3.228297 0.004064 0.015549 0.016404 3.250000 0.003903 0.033120 0.019676 END FTABLE 4 FTABLE 3 17 6 Depth Area Volume Outflow1 Outflow2 outflow 3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.003903 0.000000 0.000000 0.000000 0.000000 222-1 8/27/2018 9:56:11 AM Page 53 0.043044 0.025112 0.001072 0.000000 0.020160 0.000000 0.086088 0.025508 0.002162 0.000000 0.020644 0.000000 0.129132 0.025906 0.003268 0.000000 0.021128 0.000000 0.172176 0.026309 0.004392 0.000000 0.021612 0.000000 0.215220 0.026714 0.005533 0.000000 0.022096 0.000000 0.258264 0.027122 0.006692 0.000000 0.022580 0.000000 0.301308 0.027533 0.007868 0.000000 0.023064 0.000000 0.344352 0.027947 0.009062 0.000000 0.023548 0.000000 0.387396 0.028365 0.010274 0.000000 0.024032 0.000000 0.430440 0.028785 0.011504 0.000000 0.024516 0.000000 0.473484 0.029208 0.012752 0.000000 0.025000 0.000000 0.516527 0.029635 0.014019 0.022549 0.025483 0.000000 0.559571 0.030065 0.015304 0.154004 0.025967 0.000000 0.602615 0.030497 0.016607 0.346539 0.026451 0.000000 0.645659 0.030933 0.017929 0.579637 0.026935 0.000000 0.667000 0.031150 0.018592 0.837737 0.027175 0.000000 END FTABLE 3 FTABLE 6 65 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.021292 0.000000 0.000000 0.000000 0.043044 0.020970 0.000056 0.000000 0.000000 0.086088 0.020609 0.000114 0.000000 0.000000 0.129132 0.020252 0.000175 0.000000 0.000000 0.172176 0.019898 0.000237 0.000000 0.000000 0.215220 0.019547 0.000302 0.000000 0.000027 0.258264 0.019199 0.000370 0.000000 0.000060 0.301308 0.018853 0.000440 0.000000 0.000111 0.344352 0.018511 0.000512 0.000000 0.000185 0.387396 0.018173 0.000587 0.000000 0.000284 0.430440 0.017837 0.000664 0.000000 0.000387 0.473484 0.017504 0.000744 0.000000 0.000410 0.516527 0.017174 0.000827 0.000000 0.000565 0.559571 0.016847 0.000912 0.000000 0.000752 0.602615 0.016524 0.001000 0.000000 0.000973 0.645659 0.016203 0.001090 0.000000 0.001228 0.688703 0.015886 0.001184 0.000000 0.001521 0.731747 0.015571 0.001280 0.000000 0.001677 0.774791 0.015260 0.001379 0.000000 0.001852 0.817835 0.014952 0.001481 0.000000 0.002141 0.860879 0.014646 0.001586 0.000000 0.002141 0.903923 0.014344 0.001694 0.000000 0.002141 0.946967 0.014045 0.001805 0.000000 0.002141 0.990011 0.013749 0.001919 0.000000 0.002141 1.033055 0.013456 0.002036 0.000000 0.002141 1.076099 0.013166 0.002156 0.000000 0.002141 1.119143 0.012879 0.002279 0.000000 0.002141 1.162187 0.012595 0.002406 0.000000 0.002141 1.205231 0.012315 0.002536 0.000000 0.002141 1.248275 0.012037 0.002669 0.000000 0.002141 1.291319 0.011762 0.002805 0.000000 0.002141 1.334363 0.011491 0.002945 0.000000 0.002141 1.377407 0.011222 0.003088 0.000000 0.002141 1.420451 0.010957 0.003235 0.000000 0.002141 1.463495 0.010694 0.003385 0.000000 0.002141 1.506538 0.010435 0.003539 0.000000 0.002141 1.549582 0.010179 0.003696 0.000000 0.002141 1.592626 0.009926 0.003857 0.000000 0.002141 1.635670 0.009675 0.004021 0.000000 0.002141 1.678714 0.009428 0.004189 0.000000 0.002141 1.721758 0.009184 0.004361 0.000000 0.002141 1.764802 0.008943 0.004604 0.000000 0.002141 1.807846 0.008706 0.004852 0.000000 0.002141 1.850890 0.008471 0.005106 0.000000 0.002141 1.893934 0.008239 0.005365 0.000000 0.002141 1.936978 0.008010 0.005629 0.000000 0.002141 1.980022 0.007785 0.005899 0.000000 0.002141 2.023066 0.007562 0.006175 0.000000 0.002141 2.066110 0.007343 0.006456 0.000000 0.002141 222-1 8/27/2018 9:56:11 AM Page 54 2.109154 0.007126 0.006742 0.000000 0.002141 2.152198 0.006913 0.007034 0.000000 0.002141 2.195242 0.006702 0.007332 0.000000 0.002141 2.238286 0.006495 0.007636 0.000000 0.002141 2.281330 0.006291 0.007946 0.000000 0.002141 2.324374 0.006090 0.008262 0.000000 0.002141 2.367418 0.005892 0.008583 0.000000 0.002141 2.410462 0.005697 0.008911 0.000000 0.002141 2.453505 0.005505 0.009245 0.000000 0.002141 2.496549 0.005316 0.009585 0.000000 0.002141 2.539593 0.005130 0.009931 0.000000 0.002141 2.582637 0.004947 0.010283 0.000000 0.002141 2.625681 0.004768 0.010642 0.000000 0.002141 2.668725 0.004591 0.011007 0.000000 0.002141 2.711769 0.004418 0.011378 0.000000 0.002141 2.750000 0.004247 0.024598 0.000000 0.002141 END FTABLE 6 FTABLE 5 29 6 Depth Area Volume Outflow1 Outflow2 outflow 3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.004247 0.000000 0.000000 0.000000 0.000000 0.043044 0.021659 0.000924 0.000000 0.021939 0.000000 0.086088 0.022028 0.001865 0.000000 0.022465 0.000000 0.129132 0.022400 0.002821 0.000000 0.022992 0.000000 0.172176 0.022775 0.003793 0.000000 0.023519 0.000000 0.215220 0.023154 0.004782 0.000000 0.024045 0.000000 0.258264 0.023535 0.005786 0.000000 0.024572 0.000000 0.301308 0.023920 0.006808 0.000000 0.025099 0.000000 0.344352 0.024307 0.007846 0.000000 0.025625 0.000000 0.387396 0.024698 0.008900 0.000000 0.026152 0.000000 0.430440 0.025092 0.009972 0.000000 0.026679 0.000000 0.473484 0.025489 0.011061 0.000000 0.027205 0.000000 0.516527 0.025889 0.012166 0.000000 0.027732 0.000000 0.559571 0.026291 0.013289 0.000000 0.028259 0.000000 0.602615 0.026697 0.014430 0.000000 0.028785 0.000000 0.645659 0.027106 0.015588 0.000000 0.029312 0.000000 0.688703 0.027519 0.016763 0.000000 0.029839 0.000000 0.731747 0.027934 0.017957 0.000000 0.030365 0.000000 0.774791 0.028352 0.019168 0.038995 0.030892 0.000000 0.817835 0.028773 0.020398 0.176501 0.031419 0.000000 0.860879 0.029198 0.021645 0.368842 0.031945 0.000000 0.903923 0.029625 0.022911 0.603283 0.032472 0.000000 0.946967 0.030055 0.024196 0.873285 0.032999 0.000000 0.990011 0.030489 0.025499 1.174660 0.033525 0.000000 1.033055 0.030926 0.026820 1.886966 0.034052 0.000000 1.076099 0.031365 0.028161 3.477546 0.034579 0.000000 1.119143 0.031808 0.029521 5.613968 0.035105 0.000000 1.162187 0.032254 0.030899 8.180420 0.035632 0.000000 1.167000 0.032304 0.031055 11.11373 0.035691 0.000000 END FTABLE 5 FTABLE 8 65 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.017642 0.000000 0.000000 0.000000 0.043044 0.017351 0.000038 0.000000 0.000000 0.086088 0.017026 0.000078 0.000000 0.000000 0.129132 0.016705 0.000119 0.000000 0.000000 0.172176 0.016386 0.000162 0.000000 0.000000 0.215220 0.016070 0.000208 0.000000 0.000018 0.258264 0.015758 0.000255 0.000000 0.000040 0.301308 0.015448 0.000304 0.000000 0.000075 0.344352 0.015142 0.000355 0.000000 0.000125 0.387396 0.014839 0.000408 0.000000 0.000192 0.430440 0.014538 0.000463 0.000000 0.000262 0.473484 0.014241 0.000521 0.000000 0.000277 0.516527 0.013947 0.000580 0.000000 0.000382 222-1 8/27/2018 9:56:11 AM Page 55 0.559571 0.013656 0.000642 0.000000 0.000508 0.602615 0.013368 0.000706 0.000000 0.000657 0.645659 0.013083 0.000772 0.000000 0.000830 0.688703 0.012801 0.000840 0.000000 0.001028 0.731747 0.012522 0.000911 0.000000 0.001133 0.774791 0.012246 0.000985 0.000000 0.001252 0.817835 0.011973 0.001060 0.000000 0.001447 0.860879 0.011704 0.001138 0.000000 0.001447 0.903923 0.011437 0.001219 0.000000 0.001447 0.946967 0.011174 0.001302 0.000000 0.001447 0.990011 0.010913 0.001388 0.000000 0.001447 1.033055 0.010656 0.001477 0.000000 0.001447 1.076099 0.010401 0.001568 0.000000 0.001447 1.119143 0.010150 0.001662 0.000000 0.001447 1.162187 0.009902 0.001758 0.000000 0.001447 1.205231 0.009656 0.001858 0.000000 0.001447 1.248275 0.009414 0.001960 0.000000 0.001447 1.291319 0.009175 0.002065 0.000000 0.001447 1.334363 0.008939 0.002173 0.000000 0.001447 1.377407 0.008706 0.002284 0.000000 0.001447 1.420451 0.008477 0.002398 0.000000 0.001447 1.463495 0.008250 0.002515 0.000000 0.001447 1.506538 0.008026 0.002635 0.000000 0.001447 1.549582 0.007805 0.002758 0.000000 0.001447 1.592626 0.007588 0.002884 0.000000 0.001447 1.635670 0.007373 0.003014 0.000000 0.001447 1.678714 0.007162 0.003146 0.000000 0.001447 1.721758 0.006953 0.003282 0.000000 0.001447 1.764802 0.006748 0.003475 0.000000 0.001447 1.807846 0.006546 0.003672 0.000000 0.001447 1.850890 0.006346 0.003874 0.000000 0.001447 1.893934 0.006150 0.004081 0.000000 0.001447 1.936978 0.005957 0.004292 0.000000 0.001447 1.980022 0.005767 0.004509 0.000000 0.001447 2.023066 0.005580 0.004730 0.000000 0.001447 2.066110 0.005396 0.004956 0.000000 0.001447 2.109154 0.005215 0.005187 0.000000 0.001447 2.152198 0.005037 0.005423 0.000000 0.001447 2.195242 0.004863 0.005665 0.000000 0.001447 2.238286 0.004691 0.005911 0.000000 0.001447 2.281330 0.004522 0.006163 0.000000 0.001447 2.324374 0.004357 0.006420 0.000000 0.001447 2.367418 0.004194 0.006683 0.000000 0.001447 2.410462 0.004035 0.006950 0.000000 0.001447 2.453505 0.003878 0.007224 0.000000 0.001447 2.496549 0.003725 0.007502 0.000000 0.001447 2.539593 0.003575 0.007787 0.000000 0.001447 2.582637 0.003428 0.008076 0.000000 0.001447 2.625681 0.003284 0.008372 0.000000 0.001447 2.668725 0.003143 0.008673 0.000000 0.001447 2.711769 0.003005 0.008980 0.000000 0.001447 2.750000 0.002870 0.019442 0.000000 0.001447 END FTABLE 8 FTABLE 7 29 6 Depth Area Volume Outflow1 Outflow2 outflow 3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.002870 0.000000 0.000000 0.000000 0.000000 0.043044 0.017973 0.000767 0.000000 0.014823 0.000000 0.086088 0.018307 0.001547 0.000000 0.015179 0.000000 0.129132 0.018643 0.002343 0.000000 0.015535 0.000000 0.172176 0.018983 0.003152 0.000000 0.015891 0.000000 0.215220 0.019326 0.003977 0.000000 0.016247 0.000000 0.258264 0.019672 0.004816 0.000000 0.016603 0.000000 0.301308 0.020021 0.005670 0.000000 0.016959 0.000000 0.344352 0.020373 0.006540 0.000000 0.017314 0.000000 0.387396 0.020728 0.007424 0.000000 0.017670 0.000000 0.430440 0.021086 0.008324 0.000000 0.018026 0.000000 222-1 8/27/2018 9:56:11 AM Page 56 0.473484 0.021447 0.009240 0.000000 0.018382 0.000000 0.516527 0.021811 0.010171 0.000000 0.018738 0.000000 0.559571 0.022179 0.011117 0.000000 0.019094 0.000000 0.602615 0.022549 0.012080 0.000000 0.019450 0.000000 0.645659 0.022923 0.013059 0.000000 0.019805 0.000000 0.688703 0.023299 0.014053 0.000000 0.020161 0.000000 0.731747 0.023679 0.015065 0.000000 0.020517 0.000000 0.774791 0.024061 0.016092 0.038995 0.020873 0.000000 0.817835 0.024447 0.017136 0.176501 0.021229 0.000000 0.860879 0.024836 0.018197 0.368842 0.021585 0.000000 0.903923 0.025228 0.019274 0.603283 0.021941 0.000000 0.946967 0.025623 0.020369 0.873285 0.022296 0.000000 0.990011 0.026021 0.021480 1.174660 0.022652 0.000000 1.033055 0.026422 0.022609 1.503962 0.023008 0.000000 1.076099 0.026826 0.023755 2.139771 0.023364 0.000000 1.119143 0.027233 0.024918 2.993498 0.023720 0.000000 1.162187 0.027643 0.026099 4.018679 0.024076 0.000000 1.167000 0.027689 0.026232 5.189663 0.024115 0.000000 END FTABLE 7 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem 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 2 PREC ENGL 1 RCHRES 1 EXTNL PREC WDM 2 PREC ENGL 1 RCHRES 3 EXTNL PREC WDM 2 PREC ENGL 1 RCHRES 5 EXTNL PREC WDM 2 PREC ENGL 1 RCHRES 7 EXTNL PREC WDM 1 EVAP ENGL 0.5 RCHRES 1 EXTNL POTEV WDM 1 EVAP ENGL 0.7 RCHRES 2 EXTNL POTEV 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 WDM 1 EVAP ENGL 0.5 RCHRES 7 EXTNL POTEV WDM 1 EVAP ENGL 0.7 RCHRES 8 EXTNL POTEV END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem 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 RCHRES 2 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1001 STAG ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1002 STAG ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1003 FLOW ENGL REPL COPY 2 OUTPUT MEAN 1 1 12.1 WDM 702 FLOW ENGL REPL COPY 502 OUTPUT MEAN 1 1 12.1 WDM 802 FLOW ENGL REPL RCHRES 4 HYDR RO 1 1 1 WDM 1004 FLOW ENGL REPL RCHRES 4 HYDR STAGE 1 1 1 WDM 1005 STAG ENGL REPL RCHRES 3 HYDR STAGE 1 1 1 WDM 1006 STAG ENGL REPL RCHRES 3 HYDR O 1 1 1 WDM 1007 FLOW ENGL REPL RCHRES 6 HYDR RO 1 1 1 WDM 1008 FLOW ENGL REPL RCHRES 6 HYDR O 1 1 1 WDM 1009 FLOW ENGL REPL RCHRES 6 HYDR O 2 1 1 WDM 1010 FLOW ENGL REPL RCHRES 6 HYDR STAGE 1 1 1 WDM 1011 STAG ENGL REPL RCHRES 5 HYDR STAGE 1 1 1 WDM 1012 STAG ENGL REPL RCHRES 5 HYDR O 1 1 1 WDM 1013 FLOW ENGL REPL RCHRES 8 HYDR RO 1 1 1 WDM 1014 FLOW ENGL REPL RCHRES 8 HYDR O 1 1 1 WDM 1015 FLOW ENGL REPL RCHRES 8 HYDR O 2 1 1 WDM 1016 FLOW ENGL REPL RCHRES 8 HYDR STAGE 1 1 1 WDM 1017 STAG ENGL REPL RCHRES 7 HYDR STAGE 1 1 1 WDM 1018 STAG ENGL REPL RCHRES 7 HYDR O 1 1 1 WDM 1019 FLOW ENGL REPL 222-1 8/27/2018 9:56:11 AM Page 57 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 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 END MASS-LINK END RUN 222-1 8/27/2018 9:56:11 AM Page 58 Predeveloped HSPF Message File 222-1 8/27/2018 9:56:11 AM Page 59 Mitigated HSPF Message File ERROR/WARNING ID: 238 1 The continuity error reported below is greater than 1 part in 1000 and is therefore considered high. Did you specify any "special actions"? If so, they could account for it. Relevant data are: DATE/TIME: 1962/ 6/30 24: 0 RCHRES : 1 RELERR STORS STOR MATIN MATDIF -1.000E+00 0.00000 0.0000E+00 0.00000 3.5665E-12 Where: RELERR is the relative error (ERROR/REFVAL). ERROR is (STOR-STORS) - MATDIF. REFVAL is the reference value (STORS+MATIN). STOR is the storage of material in the processing unit (land-segment or reach/reservior) at the end of the present interval. STORS is the storage of material in the pu at the start of the present printout reporting period. MATIN is the total inflow of material to the pu during the present printout reporting period. MATDIF is the net inflow (inflow-outflow) of material to the pu during the present printout reporting period. ERROR/WARNING ID: 238 1 The continuity error reported below is greater than 1 part in 1000 and is therefore considered high. Did you specify any "special actions"? If so, they could account for it. Relevant data are: DATE/TIME: 1962/ 6/30 24: 0 RCHRES : 3 RELERR STORS STOR MATIN MATDIF -1.000E+00 0.00000 0.0000E+00 0.00000 2.7156E-12 Where: RELERR is the relative error (ERROR/REFVAL). ERROR is (STOR-STORS) - MATDIF. REFVAL is the reference value (STORS+MATIN). STOR is the storage of material in the processing unit (land-segment or reach/reservior) at the end of the present interval. STORS is the storage of material in the pu at the start of the present printout reporting period. MATIN is the total inflow of material to the pu during the present printout reporting period. MATDIF is the net inflow (inflow-outflow) of material to the pu during the present printout reporting period. ERROR/WARNING ID: 238 1 The continuity error reported below is greater than 1 part in 1000 and is therefore considered high. Did you specify any "special actions"? If so, they could account for it. Relevant data are: 222-1 8/27/2018 9:56:11 AM Page 60 DATE/TIME: 1963/ 6/30 24: 0 RCHRES : 1 RELERR STORS STOR MATIN MATDIF -1.000E+00 0.00000 0.0000E+00 0.00000 4.1877E-12 Where: RELERR is the relative error (ERROR/REFVAL). ERROR is (STOR-STORS) - MATDIF. REFVAL is the reference value (STORS+MATIN). STOR is the storage of material in the processing unit (land-segment or reach/reservior) at the end of the present interval. STORS is the storage of material in the pu at the start of the present printout reporting period. MATIN is the total inflow of material to the pu during the present printout reporting period. MATDIF is the net inflow (inflow-outflow) of material to the pu during the present printout reporting period. ERROR/WARNING ID: 238 1 The continuity error reported below is greater than 1 part in 1000 and is therefore considered high. Did you specify any "special actions"? If so, they could account for it. Relevant data are: DATE/TIME: 1963/ 6/30 24: 0 RCHRES : 3 RELERR STORS STOR MATIN MATDIF -1.000E+00 0.00000 0.0000E+00 0.00000 3.1808E-12 Where: RELERR is the relative error (ERROR/REFVAL). ERROR is (STOR-STORS) - MATDIF. REFVAL is the reference value (STORS+MATIN). STOR is the storage of material in the processing unit (land-segment or reach/reservior) at the end of the present interval. STORS is the storage of material in the pu at the start of the present printout reporting period. MATIN is the total inflow of material to the pu during the present printout reporting period. MATDIF is the net inflow (inflow-outflow) of material to the pu during the present printout reporting period. ERROR/WARNING ID: 238 1 The continuity error reported below is greater than 1 part in 1000 and is therefore considered high. Did you specify any "special actions"? If so, they could account for it. Relevant data are: DATE/TIME: 1963/ 6/30 24: 0 RCHRES : 5 RELERR STORS STOR MATIN MATDIF -1.000E+00 0.00000 0.0000E+00 0.00000 3.7644E-12 Where: RELERR is the relative error (ERROR/REFVAL). ERROR is (STOR-STORS) - MATDIF. 222-1 8/27/2018 9:56:11 AM Page 61 REFVAL is the reference value (STORS+MATIN). STOR is the storage of material in the processing unit (land-segment or reach/reservior) at the end of the present interval. STORS is the storage of material in the pu at the start of the present printout reporting period. MATIN is the total inflow of material to the pu during the present printout reporting period. MATDIF is the net inflow (inflow-outflow) of material to the pu during the present printout reporting period. ERROR/WARNING ID: 238 1 The continuity error reported below is greater than 1 part in 1000 and is therefore considered high. Did you specify any "special actions"? If so, they could account for it. Relevant data are: DATE/TIME: 1963/ 6/30 24: 0 RCHRES : 7 RELERR STORS STOR MATIN MATDIF -1.000E+00 0.00000 0.0000E+00 0.00000 6.5761E-13 Where: RELERR is the relative error (ERROR/REFVAL). ERROR is (STOR-STORS) - MATDIF. REFVAL is the reference value (STORS+MATIN). STOR is the storage of material in the processing unit (land-segment or reach/reservior) at the end of the present interval. STORS is the storage of material in the pu at the start of the present printout reporting period. MATIN is the total inflow of material to the pu during the present printout reporting period. MATDIF is the net inflow (inflow-outflow) of material to the pu during the present printout reporting period. ERROR/WARNING ID: 238 1 The continuity error reported below is greater than 1 part in 1000 and is therefore considered high. Did you specify any "special actions"? If so, they could account for it. Relevant data are: DATE/TIME: 1976/ 6/30 24: 0 RCHRES : 3 RELERR STORS STOR MATIN MATDIF -3.722E-01 0.00000 0.0000E+00 0.00000 4.0617E-12 Where: RELERR is the relative error (ERROR/REFVAL). ERROR is (STOR-STORS) - MATDIF. REFVAL is the reference value (STORS+MATIN). STOR is the storage of material in the processing unit (land-segment or reach/reservior) at the end of the present interval. STORS is the storage of material in the pu at the start of the present printout reporting period. MATIN is the total inflow of material to the pu during the present printout reporting period. MATDIF is the net inflow (inflow-outflow) of material to the pu during the present printout reporting period. ERROR/WARNING ID: 238 1 222-1 8/27/2018 9:56:11 AM Page 62 The continuity error reported below is greater than 1 part in 1000 and is therefore considered high. Did you specify any "special actions"? If so, they could account for it. Relevant data are: DATE/TIME: 1977/ 7/31 24: 0 RCHRES : 1 RELERR STORS STOR MATIN MATDIF -4.330E-01 0.00000 0.0000E+00 0.00000 8.3731E-12 Where: RELERR is the relative error (ERROR/REFVAL). ERROR is (STOR-STORS) - MATDIF. REFVAL is the reference value (STORS+MATIN). STOR is the storage of material in the processing unit (land-segment or reach/reservior) at the end of the present interval. STORS is the storage of material in the pu at the start of the present printout reporting period. MATIN is the total inflow of material to the pu during the present printout reporting period. MATDIF is the net inflow (inflow-outflow) of material to the pu during the present printout reporting period. ERROR/WARNING ID: 238 1 The continuity error reported below is greater than 1 part in 1000 and is therefore considered high. Did you specify any "special actions"? If so, they could account for it. Relevant data are: DATE/TIME: 1977/ 7/31 24: 0 RCHRES : 3 RELERR STORS STOR MATIN MATDIF -7.131E-01 0.00000 0.0000E+00 0.00000 1.0345E-11 Where: RELERR is the relative error (ERROR/REFVAL). ERROR is (STOR-STORS) - MATDIF. REFVAL is the reference value (STORS+MATIN). STOR is the storage of material in the processing unit (land-segment or reach/reservior) at the end of the present interval. STORS is the storage of material in the pu at the start of the present printout reporting period. MATIN is the total inflow of material to the pu during the present printout reporting period. MATDIF is the net inflow (inflow-outflow) of material to the pu during the present printout reporting period. ERROR/WARNING ID: 238 1 The continuity error reported below is greater than 1 part in 1000 and is therefore considered high. Did you specify any "special actions"? If so, they could account for it. Relevant data are: DATE/TIME: 1982/ 6/30 24: 0 RCHRES : 3 222-1 8/27/2018 9:56:11 AM Page 63 RELERR STORS STOR MATIN MATDIF -1.000E+00 0.00000 0.0000E+00 0.00000 3.8255E-12 Where: RELERR is the relative error (ERROR/REFVAL). ERROR is (STOR-STORS) - MATDIF. REFVAL is the reference value (STORS+MATIN). STOR is the storage of material in the processing unit (land-segment or reach/reservior) at the end of the present interval. STORS is the storage of material in the pu at the start of the present printout reporting period. MATIN is the total inflow of material to the pu during the present printout reporting period. MATDIF is the net inflow (inflow-outflow) of material to the pu during the present printout reporting period. The count for the WARNING printed above has reached its maximum. If the condition is encountered again the message will not be repeated. ERROR/WARNING ID: 238 1 The continuity error reported below is greater than 1 part in 1000 and is therefore considered high. Did you specify any "special actions"? If so, they could account for it. Relevant data are: DATE/TIME: 1987/ 8/31 24: 0 RCHRES : 1 RELERR STORS STOR MATIN MATDIF -1.000E+00 0.00000 0.0000E+00 0.00000 2.1283E-12 Where: RELERR is the relative error (ERROR/REFVAL). ERROR is (STOR-STORS) - MATDIF. REFVAL is the reference value (STORS+MATIN). STOR is the storage of material in the processing unit (land-segment or reach/reservior) at the end of the present interval. STORS is the storage of material in the pu at the start of the present printout reporting period. MATIN is the total inflow of material to the pu during the present printout reporting period. MATDIF is the net inflow (inflow-outflow) of material to the pu during the present printout reporting period. ERROR/WARNING ID: 238 1 The continuity error reported below is greater than 1 part in 1000 and is therefore considered high. Did you specify any "special actions"? If so, they could account for it. Relevant data are: DATE/TIME: 2002/ 4/30 24: 0 RCHRES : 1 RELERR STORS STOR MATIN MATDIF -1.000E+00 0.00000 0.0000E+00 0.00000 1.1254E-12 Where: RELERR is the relative error (ERROR/REFVAL). ERROR is (STOR-STORS) - MATDIF. 222-1 8/27/2018 9:56:11 AM Page 64 REFVAL is the reference value (STORS+MATIN). STOR is the storage of material in the processing unit (land-segment or reach/reservior) at the end of the present interval. STORS is the storage of material in the pu at the start of the present printout reporting period. MATIN is the total inflow of material to the pu during the present printout reporting period. MATDIF is the net inflow (inflow-outflow) of material to the pu during the present printout reporting period. The count for the WARNING printed above has reached its maximum. If the condition is encountered again the message will not be repeated. 222-1 8/27/2018 9:56:11 AM Page 65 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2018; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com 10 APPENDIX B: HMP/BMP MAP DMATypeBMPPOCD (in)Area (AC)CDCV (CF)RequiredFootprint (SF)ProposedFootprint (SF)ProposedVolume (CF)Note1Self-MitigatingN/A10.60.190.3124N/AN/AN/ASlope to remain undisturbed, with no imperviousareas. Slope drains north towards El Camino Real2Drains to Biofiltration BasinBF-1A20.60.260.533051831853423Drains to Biofiltration BasinBF-1B20.60.230.572821691703154Drains to BioretentionBasinINF-2A20.60.260.573181851853955Drains to BioretentionBasinINF-2B20.60.150.642151251255626De-MinimisN/A20.60.010.911N/AN/AN/A250 sf of driveway apron not feasible to be treatedon-site 11 APPENDIX C: CCSYA EXHIBIT 12 APPENDIX D: SLOPE ANALYSES 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: X Typical maintenance indicators and actions for proposed structural BMP(s) based on Section 7.7 of the BMP Design Manual Final Design level submittal: Attachment 3 must identify:  Specific maintenance indicators and actions for proposed structural BMP(s). This shall be based on Section 7.7 of the BMP Design Manual and enhanced to reflect actual proposed components of the structural BMP(s)  How to access the structural BMP(s) to inspect and perform maintenance  Features that are provided to facilitate inspection (e.g., observation ports, cleanouts, silt posts, or other features that allow the inspector to view necessary components of the structural BMP and compare to maintenance thresholds)  Manufacturer and part number for proprietary parts of structural BMP(s) when applicable  Maintenance thresholds for BMPs subject to siltation or heavy trash(e.g., silt level posts or other markings shall be included in all BMP components that will trap and store sediment, trash, and/or debris, so that the inspector may determine how full the BMP is, and the maintenance personnel may determine where the bottom of the BMP is . If required, posts or other markings shall be indicated and described on structural BMP plans.)  Recommended equipment to perform maintenance  When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management Structural BMP Maintenance Thresholds and Actions FOR: 4984 EUCALYPTUS LANE Carlsbad, CA JN 222-1 PREPARED FOR: SUMMIT WEST REAL ESTATE, INC. 2652 LA COSTA AVE. CARLSBAD, CA 92009 (760) 476-3544 PREPARED BY: LANDMARK CONSULTING 9555 GENESEE AVENUE, SUITE 200 SAN DIEGO, CA 92121 858-587-8070 DATE: 9/10/2018 _________________________________________________ DAVID YEH, RCE 62717, EXP. 6-30-20 20 2 Description of Structural BMPs: The entire site is treated via 2 biofiltration BMPs and 2 bioretention BMPs. Runoff from the pads and driveways will be directed into these basins through earthen swales and sheet flow. These BMPs are both pollutant-control and flow-control BMPs. Section of BMP: POC 2 (INF-2A) & (INF-2B) 3 POC 2 (BF-1A) & (BF-1B) 4 BMP Identifier Inspection Activities Frequency INF-2 (A-B): Infiltration Basins  Check for accumulated litter and debris  Inspect plant health and for bare spots  Check for overgrowth  Check for standing water and ponding that does not drain within 96 hrs of a storm event  Inspect modified D-25 curb outlet for accumulation of debris/litter and clogging  Check for any erosion due to concentrated flow.  Inspect trench drain for clogging. -Two Times per year, at beginning and end of wet season -After any major storm event. BMP Identifier Inspection Activities Frequency BF-1 (A-B): Biofiltration Basins  Check for accumulated litter and debris  Inspect plant health and for bare spots  Check for overgrowth  Check for standing water and ponding that does not drain within 96 hrs of a storm event  Inspect riser structure and outlet  Check for any erosion due to concentrated flow. -Two Times per year, at beginning and end of wet season -After any major storm event. 5 Indicator Threshold Action Required Accumulated litter and Debris 6” of accumulation (top of riser only 12” above grade) Remove and dispose of material Bare Spots, unhealthy vegetation When noticeable bare spots are present, or significant plant loss Replant and reseed per original plans. Overgrown vegetation Plant growth has obstructed riser structure. Trim to below riser structure or original plans. Standing water in basin Ponding does not completely drain in 96 hrs. Remove any accumulated sediments along riser. Inspect outlet structure and repair as necessary. Engineered soil within basin may need to be replaced. Clogging of Trench Drain 25% Clogging of TD Repair and replace as necessary. Evidence of soil erosion Channelization within BMP is evident. Add stone protections to flow inlets. Regrade to original plans. Access/Maintenance: BMPs INF-2A&B can be accessed via the frontage along Eucalyptus Lane. The remaining 2 (BF-1A and BF-1B) BMPs are able to be accessed on the individual pads of Parcels 2 and 3. The BMPs should not require extensive tools and materials for maintenance. BF 1A & 1B may require a camera or similar in order to inspect the riser and outlets. INF-2A &2B should not require any special tools for maintenance and inspection. ATTACHMENT 4 City standard Single Sheet BMP (SSBMP) Exhibit [Use the City’s standard Single Sheet BMP Plan.] BMP TYPEBMP ID #SYMBOLCASQA NO.DRAWING NO.SHEET NO.(S)MAINTENANCEFREQUENCYBMP TABLE1. THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACTURER'SRECOMMENDATIONS OR THESE PLANS.2. NO CHANGES TO THE PROPOSED BMPS ON THIS SHEET WITHOUT PRIORAPPROVAL FROM THE CITY ENGINEER.3. NO SUBSTITUTIONS TO THE MATERIAL OR TYPES OR PLANTING TYPESWITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER.4. NO OCCUPANCY WILL BE GRANTED UNTIL THE CITY INSPECTION STAFFHAS INSPECTED THIS PROJECT FOR APPROPRIATE BMP CONSTRUCTIONAND INSTALLATION.BMP NOTES:PARTY RESPONSIBLE FOR MAINTENANCE:NAMEADDRESSPHONE NO.CONTACTPLAN PREPARED BY:NAMEADDRESSPHONE NO.CERTIFICATIONCOMPANYINSPECTION FREQUENCYQUANTITYTREATMENT CONTROLLOW IMPACT DESIGN (L.I.D.)SOURCE CONTROLHYDROMODIFICATION & TREATMENT CONTROLHYDROMODIFICATION5. REFER TO MAINTENANCE AGREEMENT DOCUMENT.**6. SEE PROJECT SWMP FOR ADDITIONAL INFORMATION.SIGNATURE*CHOOSE FROM THE LIST BELOW FOR COMPLETING THE FIELDSIN THE INSPECTIONS & MAINTENANCE FRENQUENCY COLUMNS:ANNUALSEMI-ANNUALLYQUARTERLYBIMONTHLYMONTHLYAS NEEDEDNONEWEEKLY1 TIME PER YEAR2 TIMES PER YEAR3 TIMES PER YEAR4 TIMES PER YEARBMP CONSTRUCTION AND INSPECTION NOTES:THE EOW WILL VERIFY THAT PERMANENT BMPS ARE CONSTRUCTED ANDOPERATING IN COMPLIANCE WITH THE APPLICABLE REQUIREMENTS.PRIOR TO OCCUPANCY THE EOW MUST PROVIDE:1.PHOTOGRAPHS OF THE INSTALLATION OF PERMANENT BMPSPRIOR TO CONSTRUCTION, DURING CONSTRUCTION, AND AT FINALINSTALLATION.2.A WET STAMPED LETTER VERIFYING THAT PERMANENT BMPS ARECONSTRUCTED AND OPERATING PER THE REQUIREMENTS OF THEAPPROVED PLANS.3.PHOTOGRAPHS TO VERIFY THAT PERMANENT WATER QUALITYTREATMENT SIGNAGE HAS BEEN INSTALLED.PRIOR TO RELEASE OF SECURITIES, THE DEVELOPER IS RESPONSIBLEFOR ENSURING THE PERMANENT BMPS HAVE NOT BEEN REMOVED ORMODIFIED BY THE NEW HOMEOWNER OR HOA WITHOUT THE APPROVALOF THE CITY ENGINEER.LNDMARKC O N S U L T I N GPlanning Engineering Surveying9555 Genesee Avenue, Suite 200San Diego, CA 92121, (858) 587-8070DAVID H. YEHLANDMARK CONSULTING9555 GENESEE AVENUESUITE 200858-587-8070SAN DIEGO, CA 92121GUY OLIVEROCEANSIDE, CA 92056760-476-3544GUY OLIVERREGISTERED C.E., #62717BIOFILTRATIONQUARTERLYTC-11SF2/3SEMI-ANNUALLY1185454-1ABASIN2BIOFILTRATIONBASINTC-11SF170454-1AQUARTERLYSEMI-ANNUALLYSTENCILSSD-13DRAINS TO OCEANNO DUMPINGLANDSCAPESD-106DESIGNEFFICIENTSD-127IRRIGATION34BIORETENTIONBASINTC-32SF185454-1AQUARTERLYSEMI-ANNUALLYBIORETENTIONBASINTC-32SF125454-1AQUARTERLYSEMI-ANNUALLY55027 PATRA WAY, 2/32/32/35123456767555675555555