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Lake Lucy Rd_SWPPP_Final Draft_20160711_pending signatures-App E
STORMWATER POLLUTION PREVENTION PLAN Lake Lucy Road Development Yosemite Holdings, LLC July 11, 2016 Project No. 193803412 ii July 11, 2016 STORMWATER POLLUTION PREVENTION PLAN Lake Lucy Road Development Northwest of the intersection of Lake Lucy Road and Yosemite Avenue Chanhassen, MN 55331 PREPARED FOR Terry Forbord Yosemite Holdings, LLC 4960 Sussex Place Shorewood, MN 55331 952-470-5121 PREPARED BY Seija Stratton Stantec Consulting Services Inc. 2335 Highway 36 West St. Paul, MN 55113 (651) 967-4537 STANTEC PROJECT NUMBER 193803412 ESTIMATED PROJECT DATES Project Start Date: August 2016 Project Completion Date: December 2017 iii TABLE OF CONTENTS SITE EVALUATION, ASSESSMENT, AND PLANNING ......................................... 1 1.0 1.1 Project/Site Information .............................................................................................. 1 1.1.1 Project Description ................................................................................................ 2 1.1.2 Past Land Use ......................................................................................................... 2 1.2 Contact Information/ Responsible Parties............................................................... 3 1.3 SWPPP and Training Documentation ....................................................................... 4 1.3.1 Posting Notification ............................................................................................... 4 1.3.2 Location of the SWPPP ......................................................................................... 4 1.3.3 Training and/or Certification Documentation ................................................. 4 1.4 Nature and Sequence of Construction Activity ..................................................... 5 1.5 Soils, Slopes, Vegetation, and Current Drainage Patterns ................................... 5 1.6 Receiving Waters ......................................................................................................... 7 1.7 Site Features and Sensitive Areas to be Protected ................................................ 8 1.8 Construction Site Estimates ........................................................................................ 9 1.9 Preliminary Estimates of BMP Quantities .................................................................. 9 1.10 Potential Sources of Pollution ............................................................................... 10 1.11 Endangered Species Certification ...................................................................... 14 1.12 Historic Preservation ............................................................................................... 16 1.13 Applicable Federal, Tribal, State or Local Programs ........................................ 16 EROSION AND SEDIMENT CONTROL BMPS ................................................... 16 2.0 2.1 Minimize Disturbed Area and Protect Natural Features and Soil ...................... 16 2.2 Phased Construction Activity .................................................................................. 17 2.3 Support Facility Activities .......................................................................................... 22 2.4 10 or 5 Acre Sediment Basin or Alternative (rationale) ....................................... 23 iv 2.5 Control Stormwater Flowing onto and through the Project ............................... 26 2.6 Stabilize Soils ................................................................................................................ 26 2.7 Protect Slopes ............................................................................................................. 29 2.8 Protect Storm Drain Inlets ......................................................................................... 31 2.9 Establish Perimeter Controls and Sediment Barriers ............................................. 33 2.10 Retain Sediment On-Site ....................................................................................... 38 2.11 Establish Stabilized Construction Exits ................................................................. 39 2.12 Dewatering .............................................................................................................. 40 2.13 Dust Control ............................................................................................................. 41 2.14 Stockpile Management ........................................................................................ 42 GOOD HOUSEKEEPING BMPS........................................................................ 43 3.0 3.1 Material Handling and Waste Management ....................................................... 43 3.2 Establish Proper Material Staging Areas ................................................................ 44 3.3 Designated Washout Areas ..................................................................................... 45 3.4 Establish Proper Equipment/Vehicle Fueling and Maintenance Practices ..... 45 3.5 Control Equipment/Vehicle Washing ..................................................................... 46 3.6 Spill Prevention and Control Plan ............................................................................ 46 3.7 Any Additional BMPs ................................................................................................. 47 3.8 Allowable Non-Stormwater Discharge Management ........................................ 47 SELECTING POST-CONSTRUCTION BMPs ...................................................... 48 4.0 INSPECTIONS AND MAINTENANCE PROCEDURES........................................ 49 5.0 5.1 Inspections .................................................................................................................. 49 5.1.1 Inspection Personnel .......................................................................................... 49 5.1.2 Inspection Schedule and Procedures ............................................................. 49 5.2 Maintenance Procedures ........................................................................................ 50 v RECORDKEEPING ........................................................................................... 51 6.0 6.1 Recordkeeping .......................................................................................................... 51 6.2 Amendment Log of Changes to the SWPPP ........................................................ 51 FINAL STABILIZATION ..................................................................................... 52 7.0 CERTIFICATION STATEMENT ........................................................................... 53 8.0 LIST OF TABLES Table 1. Project/Site Information .............................................................................. 1 Table 2. Soil Types in the Project Site ........................................................................ 6 Table 3. Receiving Waters for the Project ............................................................... 8 Table 4. Estimated BMP Quantities ......................................................................... 10 Table 5. Potential Pollutants and Sources to Stormwater Runoff ...................... 11 Table 6. Construction Activities Associated with Pollutants ............................... 13 Table 7. Construction Equipment Associated with Pollutants ............................ 14 Table 8. Typical Sequence of Land Construction Activities ............................... 18 Table 9. Sequence of Major Construction Activities and Site-Specific BMP Installation ................................................................................................... 18 vi LIST OF APPENDICES Appendix A – NPDES/SDS Construction Stormwater General Permit MNR100001 Appendix B – Notice of Intent and MPCA Coverage Card (pending) Appendix C – Project Location Maps Appendix D – Training Certifications Appendix E – Project Design Plans Appendix F – NRCS Custom Soil Resource Report (June 20, 2016) Appendix G – Project Drainage Report (June 8, 2016) Appendix H – MPCA Special and Impaired Waters Search Appendix I – MPCA Handout: Reporting Spills and Leaks (February 2009) Appendix J – Inspection Reports and SWPPP Amendment Log (pending) Appendix K – Notice of Termination/ Permit Modification Form Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 1 SITE EVALUATION, ASSESSMENT, AND PLANNING 1.0 The following documents and related information are incorporated by reference to comprise the Yosemite Holdings LLC (Yosemite) Stormwater Pollution Prevention Plan (SWPPP). This plan and the referenced materials must be retained at the construction site from the date of Lake Lucy Road Development Project (Project) initiation to the date of final stabilization, and provided to the Minnesota Pollution Control Agency (MPCA), U.S. Environmental Protection Agency (EPA) or other regulatory agency upon request to satisfy the requirements of the MPCA’s General Permit for Construction Stormwater Discharge MNR100001 (General Permit)(Appendix A). The MPCA has approval to administer the EPA’s National Pollutant Discharge Elimination System (NPDES) program and the Minnesota State Disposal System (SDS). Coverage under the General Permit was obtained by submitting a Notice of Intent (NOI) to the MPCA. A copy of the NOI and General Permit Coverage Card are provided in Appendix B. As needed, this SWPPP shall be amended to reflect any changes in design, construction, operation, or maintenance. 1.1 PROJECT/SITE INFORMATION Project/Site Name: Lake Lucy Road Development Project Street Location: Located northwest of the intersection of Lake Lucy Road and Yosemite Avenue. City: Chanhassen State: MN Zip code: 55331 County or Similar Subdivision: Carver Table 1. Project/Site Information Latitude Longitude 1. 44.885511 º N (decimal) 1. -93.561557 º W (decimal) Method for Determining Latitude/Longitude USGS topographic map (specify scale): EPA Web site GPS Other (please specify): GIS tools Is the Project located in Indian country? Yes No If yes, name of Reservation, or if not part of a Reservation, indicate "not applicable." Not Applicable Is this project considered a federal facility? Yes No Is this project considered a State permitted facility? Yes No MPCA permit tracking number*: __________________________ * Unique identifying number assigned to the Project upon applying for coverage under the MPCA General Permit. Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 2 1.1.1 Project Description As the General Permit owner, Yosemite is planning to initiate development of an approximate 9.0-acre property into 12 residential lots in the City of Chanhassen, Minnesota. The proposed Project is located in Sections 2 and 3, Township 116 North, Range 23 West, in Carver County, Minnesota. Project location maps are provided in Appendix C. Located in a residential area, existing land cover at the project site includes open space, upland forest, wetland and residential development. The project construction will consist of, but is not limited to, installation of sediment control devices, topsoil stripping and stockpiling, mass grading, utility installation, storm sewer installation, road construction, regrading, installation of permanent stormwater collection systems, and restoring vegetation. Yosemite plans to sell land parcels intended for individual lot development to another contractor. These sales will include a General Permit ownership transfer for portions of the project site. The new owner(s) will be responsible for the compliance with the General Permit on the individual lots; however, Yosemite will be responsible for establishing permanent cover and continued monitoring of road, utility, and permanent stormwater installation areas until all disturbed areas of the project site (including lot development) have achieved final stabilization and a Notice of Termination (NOT) has been submitted to the MPCA. The new owner(s) will complete residential development on each lot, including basement excavation, foundation construction, home construction, and driveway installation. This construction will take place on a lot by lot basis as homes are sold, which is dependent on market conditions. Yosemite has entered into contract with Stantec Consulting Services, Inc. (Stantec) for the development of this SWPPP to cover the grading, utility, street, and permanent stormwater system installation. In addition, Yosemite has entered into contract with Terry Brothers Inc. (Contractor) to complete the construction activities at the project site. This SWPPP was developed for the Project and will be amended periodically to cover future phases as construction activity progresses. The Project will result in approximately 6.0 acres of ground disturbance. 1.1.2 Past Land Use Review of historic records indicates the project site was developed for agricultural use prior to 1937, and then used for residential purposes. Per a Phase I Environmental Site Assessment completed for the project site on January 5, 2016, there is no evidence of recognized environmental conditions (RECs) on-site. Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 3 1.2 CONTACT INFORMATION/ RESPONSIBLE PARTIES Owner/Permittee: Yosemite Holdings, LLC 4960 Sussex Place Shorewood, MN 55331 Contact: Terry Forbord, Principal, (952) 470-5121, tforbord@forbordusa.com Yosemite has developed a chain of responsibility with all operators on the site to ensure that the SWPPP will be implemented and stay in effect until construction of the Project is complete, the entire site has undergone final stabilization, and a NOT has been submitted to the MPCA. Yosemite and the Contractor will be the initial Permittees applying for permit coverage and will be primarily responsible for developing and implementing this SWPPP. Yosemite and the Contractor are responsible for ensuring the implementation and maintenance of the best management practices (BMPs) specified in Sections 2.0 and 3.0 and that the described work is being completed in compliance with the General Permit. Contractor/Co-Permittee: Terry Brothers Inc. 530 West 79th Street, Suite 100 Chanhassen, MN 55317 Contact: Michael Baier, President, (612) 590-6083, mgbaier@terrybros.com The Contractor will enter into a contract with Yosemite to develop the Project. The Contractor will apply for joint coverage with Yosemite and will agree to implement this SWPPP in cooperation with Yosemite. The Contractor will implement and maintain BMPs as specified in Sections 2.0 and 3.0 for the duration of construction on the Project. The Contractor will complete required inspections to remain in compliance with General Permit requirements. SWPPP Contacts: Stantec Consulting Services, Inc. 2335 Highway 36 West St. Paul, MN 55113 Contact: Roger Humphrey, PE, RLS, (651) 636-4600, roger.humphrey@stantec.com SWPPP Preparer: Seija Stratton, Regulatory Environmental Specialist, (651) 967-4537, seija.stratton@stantec.com Emergency 24-Hour Contact: Yosemite Holdings, LLC 4960 Sussex Place Shorewood, MN 55331 Contact: Terry Forbord, Principal, (952) 470-5121, tforbord@forbordusa.com Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 4 1.3 SWPPP AND TRAINING DOCUMENTATION 1.3.1 Posting Notification A copy of the General Permit Coverage Card from the MPCA will be posted on-site or available in the SWPPP within 72 hours upon request. 1.3.2 Location of the SWPPP A copy of the SWPPP will be provided to the Contractor prior to construction. The SWPPP (original or copies), all changes and amendments to it, and inspections and maintenance records will be kept at the site during construction by the Contractor who has operational control of that portion of the site. The SWPPP will be kept either in the field or an on-site vehicle during normal working hours. 1.3.3 Training and/or Certification Documentation Per the General Permit, certain individuals associated with this Project must have training which is commensurate with job duties and responsibilities in 3 categories: • SWPPP Designer, individuals preparing the SWPPP for the Project. • Site Manager, individuals overseeing implementation of, revising, and amending the SWPPP and individuals performing inspections. One of these individuals will be available for an on-site inspection within 72 hours upon request by the MPCA. • BMP Installer, individuals performing or supervising the installation, maintenance, and repair of BMPs. At least one individual on the Project will be trained in these job duties. This SWPPP has been prepared under the direction of and reviewed by Seija Stratton at Stantec. Ms. Stratton holds the following state certifications relevant to SWPPP design: • University of Minnesota – Design of Construction SWPPP Certification http://www.erosion.umn.edu The Contractor’s personnel responsible for performing or supervising the installation of erosion and sediment control devices BMPs are required to provide proof of training in accordance with the General Permit requirements prior to construction activities. Proof of such training is included in Appendix D. Prior to construction, Yosemite will review the requirements of the General Permit and this SWPPP with the Contractor. Copies of the training certifications are included in Appendix D. Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 5 1.4 NATURE AND SEQUENCE OF CONSTRUCTION ACTIVITY What is the function of the construction activity? Residential Commercial Industrial Road Construction Linear Utility Other (please specify): Estimated Project Start Date: August 2016 Estimated Project Completion Date: December 2017 All sediment control measures will be in place prior to any removal or grading work and will be maintained until the potential for erosion has been eliminated. Additional information on major construction activities and BMP installation is provided in Sections 2.0 and 3.0 and on the Project Erosion Control Plan (ECP)(Appendix E). The Contractor will generally follow the sequence of activities below. The timeline is subject to change based on permit approvals and contractor mobilization. 1. Stake the construction boundaries and sensitive areas boundaries. 2. Install stabilized construction entrances as needed to access the project site. 3. Clear and grade within the project site. Large obstacles such as trees and rocks will be removed and grading will be performed as required to provide a safe, level working surface for construction activities. 4. Install necessary erosion and sediment controls in conjunction with grading activities. 5. Install utilities, streets and permanent stormwater systems. 6. Complete backfill and restore contours, as appropriate. 7. Perform final restoration activities. Disturbed areas will be decompacted, topsoil restored to pre-construction conditions (as near as practicable), visible rocks removed over 3 inches in diameter, and areas seeded with erosion control blankets (ECBs) or mulch, as needed, or sod installed. New contractors will complete home construction on individual lots as they are sold. For an up to date schedule on any land development activities, please contact the responsible parties outlined in Section 1.2 of this SWPPP. 1.5 SOILS, SLOPES, VEGETATION, AND CURRENT DRAINAGE PATTERNS Review of historic records indicates the project site was developed for agricultural use prior to 1937, and then used for residential purposes. Topography on the site is gently rolling with ground surface elevations across the site ranging from 997 to 1022 feet mean sea level. The project site is bordered by residential land to the north and west; Yosemite Avenue to the east and Lake Lucy Road to the south. Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 6 Soil Types: According to a soil survey search of Natural Resource Conservation Service (NRCS) webpage, (http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx), the project site consists of six soil types. Table 2 provides a breakdown of soil types within the Area of Interest (AOI) used to compile the resource report: Table 2. Soil Types in the Project Site Carver County, Minnesota (MN019) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI HM Hamel loam, 0 to 2 percent slopes 1.6 19.4% KB Kilkenny-Lester loams, 2 to 6 percent slopes 1.2 15.2% KC Lester-Kilkenny loams, 6 to 12 percent slopes 3.3 40.2% KD Lester-Kilkenny loams, 12 to 18 percent slopes 0.8 9.6% KE2 Lester-Kilkenny loams, 18 to 25 percent slopes, eroded 1.0 11.6% PM Klossner muck, 0 to 1 percent slopes 0.3 4.0% Totals for Area of Interest (AOI) a 8.2 100.0% a The AOI was used to collect soil resource information only and does not reflect the actual project site boundary. Lester-Kilkenny loams (ranging from 2 to 25% slopes) are the most abundant soil type at the project site and are classified as well-drained, non-hydric soils. For more information soil types at the project site, refer to the NRCS Custom Soil Resource Report in Appendix F. Slopes: The MPCA defines “Steep Slopes” as slopes that are 1:3 (V:H) (33.3 percent) or steeper in grade. According to this definition steep slopes could occur on-site. Some areas of highly erodible soils will be graded during construction of the proposed development. Nearly all newly graded slopes after project development will be 4:1 or more gradual; 3:1 slopes could be present along the west and southwest portions of the project site, and to the west of Wetland 1 (located on the east side of the project site). Erosion and sedimentation of all exposed soils within the project corridor will be minimized by utilizing the appropriate BMPs during construction. Implementation of BMPs during final construction greatly reduces the construction related sedimentation, and helps to control erosion and runoff. Ditches, swales, dikes, siltation fences, erosion dissipaters, erosion control blankets, check dams, bale checks, sedimentation basins, and temporary seeding will be utilized as temporary erosion control measures during construction grading. Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 7 Temporary and permanent erosion control BMPs will be identified in the final site grading and construction plans for each stage as required by the General Permit for construction sites and in accordance with the City of Chanhassen erosion/sediment control standards. Erosion control measures will be in place and maintained throughout the entire construction period. Removal of erosion measures will not occur until all disturbed areas have been stabilized. Vegetation: Prior to construction, existing vegetation consists of residential turf grasses, upland forest, and isolated wetlands. Vegetation on-site for temporary and permanent stabilization will consist of a mix of residential turf grasses. Information was assumed from aerial photographs and site visits. Drainage Patterns: Under the existing conditions, the 9.0-acre site, which has a total drainage area of approximately 13.5 acres, is divided by a natural ridge that cuts the site approximately in half. This divide is also the hydrologic boundary between Minnehaha Creek Watershed District (MCWD) to the north and Riley Purgatory Bluff Creek Watershed District (RPBCWD) to the south. The north half of the site drains to two existing wetlands. These wetlands are connected by an overland spillway. Approximately 4 acres from off-site land to the north drains to the north wetland. The south half of the site drains to an existing culvert that flows to the south across Lake Lucy Road. As part of the City of Chanhassen’s existing stormwater management system, this culvert ultimately discharges stormwater into Lake Lucy. The site is primarily wooded with 3 single family homes located on the southern side of the site. Proposed conditions will include the construction of 12 single family homes, a new roadway, and new utilities, although this SWPPP does not cover home construction as General Permit ownership for individual lots will be transferred to a new contractor. The general drainage patterns will remain with the northern portion of the site draining to the two wetlands and the southern portion of the site draining to a proposed biofiltration basin to the south. Runoff from the roadway will be treated by biofiltration basins. The majority of pervious surfaces of the site will be turf, with the northwest corner being kept as woods. An emergency outflow pipe will be placed at the south end of Wetland 1 to provide additional outflow capacity during storm events that exceed the 100-year, 24-hour event. The City of Chanhassen will own and be responsible for the long term operation and maintenance of the permanent stormwater BMPs. Drainage maps can be found in a Drainage Report prepared for the Project in Appendix G. 1.6 RECEIVING WATERS Under post-development conditions, all runoff will be directed to multiple biofiltration basins throughout the site through permanent stormwater management systems. The proposed storm sewer systems located throughout the site are typical of a neighborhood setting. Stormwater runoff will be directed from the streets and backyards and routed to proposed biofiltration basins. The City of Chanhassen is a Municipal Separate Storm Sewer System (MS4) regulated city and this project will discharge to the City of Chanhassen MS4 system. Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 8 The ultimate receiving waters for this Project are two unnamed wetlands located in the northeast portion of the project site and Lake Lucy to the south. Drainage maps can be found in Appendix G. Table 2 provides a list of receiving waters located within one mile of the Project and with the potential to receive stormwater runoff from the project site. Receiving waters were identified using U.S. Geological Survey (USGS) topographic maps, National Hydrography Dataset (NHD), National Wetland Inventory (NWI) data, aerial photography, and a field survey conducted by Sambatek, Inc. in October 2015. In addition, a special and impaired waters search was completed using the MPCA search engine (http://pca-gis04.pca.state.mn.us/website/stormwater/csw/viewer.htm) on June 29, 2016 (see Appendix H). Table 3. Receiving Waters for the Project Waterbody ID Name of Waterbody Type Special water Impaired Water Pollutants Approved TMDL N/A Wetland 1 Wetland No No N/A N/A N/A Wetland 2 Wetland No No N/A N/A 10-0007-00 Lake Lucy Lake No Yes Mercury Yes Based on this desktop review, the Project does discharge to an impaired water within one mile of the site; however, Lake Lucy is impaired for Mercury, which does not trigger the need for special construction BMPs under the General Permit. 1.7 SITE FEATURES AND SENSITIVE AREAS TO BE PROTECTED According to the ECP there are two wetlands on-site that will require duplicate controls. Duplicate perimeter controls may include silt fence and biorolls (Appendix E). The forested area around these wetlands is considered another Sensitive Area; much of this forested area will be preserved and perimeter controls will be installed. Temporary and permanent erosion and sediment control BMPs will be used to protect sensitive areas both on and off-site. Existing vegetation will be preserved when possible adjacent to wetland areas and other sensitive resources, inlet protection will be installed on all inlets before disturbance occurs in that area, perimeter protection will be installed on all down gradient perimeters, ditch checks will be installed throughout the site as needed, energy dissipation will be installed at all culvert outlets within a minimum of 24 hours. Stabilization for inactive exposed soils will be initiated immediately and will have temporary erosion protection or permanent cover within 14 days after the area is no longer actively being worked. The normal wetted perimeter of drainage ditches will be stabilized within 24 hours for areas within 200 lineal feet from the project limits, property edge, or point of discharge. Refer to the ECP for locations (Appendix E). Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 9 The temporary BMPs include, but are not limited to; staking of disturbed areas, silt fence, rock entrance pads, inlet protection devices, temporary seed and hydro-mulch and/or temporary straw mulch cover with or without seed. All exposed soil areas must be stabilized as soon as possible to limit soil erosion but in no case later than 14 days after the construction activity in that portion of the site has temporarily or permanently ceased. Refer to the ECP in Appendix E for additional detail. Off-site Protection Permanent BMPs are the primary protection of sensitive areas off-site. By utilizing the following BMPs the discharge off-site will be of a quality and rate that will not impact any off-site sensitive areas. Additional discussion can be found under Sections 2.0 through 4.0: • Final Soil Stabilization • Stable stormwater conveyance system • Stabilized storm sewer outfalls • Stormwater quality basins designed for greater than 1-inch of impervious surfaces including skimming outlet control • Buffers defined around Stormwater facilities • Filtration Basins and extended storage times in basins. • Exposed soil will be stabilized within 14 days • Temporary Sediment Basins for every 10 Acres 1.8 CONSTRUCTION SITE ESTIMATES The following are estimates of the construction site. Total project area: 9.0 Acres Construction site area to be disturbed: 6.0 Acres Percentage impervious area before construction: 0.7 % Runoffs coefficient before construction: 0.62 Percentage impervious area after construction: 3.5 % Runoff coefficient after construction 0.72 1.9 PRELIMINARY ESTIMATES OF BMP QUANTITIES Table 4 provides an estimated tabulation of quantities for the BMPs proposed for the project site. Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 10 Table 4. Estimated BMP Quantities Item Item Description Unit Estimated Quantity 1 Rock Construction Entrance EA 1 2 Rock Construction Maintenance EA 1 3 Perimeter Silt Fence LF 2,450 4 Maintenance of Perimeter Silt Fence YR 4 5 Finished Perimeter Silt Fence LF 2,450 6 Maintenance of Finished Perimeter Silt Fence YR 4 7 Woodchip Logs LF 0 8 Maintenance of Woodchip Logs YR 0 9 Street Sweeping and Vacuuming YR 4 10 Storm Drain Inlet Protection W/Maintenance EA 4 11 Erosion Control Blanket SY 3,912 12 Temporary Seed and Mulch AC 6.2 13 Maintain Seed and Mulch AC 6.2 14 Permanent Sod AC 4 15 Lot Construction Erosion Control EA 1 16 Vehicle and Equipment Cleaning LS 1 17 Vehicle and Equipment Fueling LS 1 18 Vehicle and Equipment Maintenance LS 1 19 Spill Prevention and Control LS 1 20 6-inch BioRolls LF 550 1.10 POTENTIAL SOURCES OF POLLUTION Potential sources of sediment to stormwater runoff include: • Clearing and grubbing operations • Installation of BMPs and stabilized site entrances • Grading, utility installation, site excavation, paving, and landscaping operations (including exposed soils and slopes) • Vehicle tracking • Topsoil stripping and stockpiling Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 11 Tables 5, 6 and 7 provide additional detail on potential pollutants and sources to stormwater runoff, including a list of associated construction activities and equipment. Table 5. Potential Pollutants and Sources to Stormwater Runoff Material Type Pollutant Visually Observable Location Diesel fuel Petroleum distillates, naphthalene, xylene Sheen/stain Staging area Gasoline Benzene, toluene, xylene, MTBE Sheen/stain Staging area Hydraulic oil Mineral oil, trace additives Sheen/stain Staging area Engine oil Mineral oil, additives, combustion byproducts Sheen/stain Staging area Transmission oil Mineral oil, trace additives Sheen/stain Staging area Engine oil Ethylene, propylene, glycol, heavy metals Sheen/stain Staging area Grease Petroleum hydrocarbons Sheen/stain Staging area Kerosene Petroleum hydrocarbons Sheen/stain Staging area Fertilizer Nitrogen, phosphorus No Material storage Pesticide Water-insoluble chlorinated hydrocarbons, organophosphates Varies Material storage Herbicide Chlorinated hydrocarbons, organophosphates Varies Material storage Soil amendments No Material storage Concrete (wet) Fly ash, heavy metals, Portland cement White solid Road and utility construction Concrete (coring slurry) Turbidity and pH Gray liquid Road and utility construction Concrete (sawing slurry) Turbidity and pH Gray liquid Road and utility construction Cement Aluminum calcium iron oxide, calcium sulfate Gray powder Road and utility construction Drywall joint compound Pigment, vinyl acetate White putty Home construction Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 12 Material Type Pollutant Visually Observable Location Grout Silica sand, Portland cement White powder Road and utility construction Paint Ethylene glycol, titanium oxide, VOC Colored liquid Road and utility construction Sealer Diacetone alcohol Road and utility construction Adhesives White/yellow Road and utility construction Sanitary waste Human waste Yes Road and utility construction Sanitary waste Animal waste Yes All areas Asphalt Asphalt fumes, cutback asphalt Black material Roads Curing compounds Glass oxide, urea extended phenol White Road and utility construction Waste wash waters Suds, foam, froth Road and utility construction Wood preservatives Amber liquid Noise wall construction Cleaning solvents Perchloroethylene, methylene chloride, TCE Varies Staging areas Sediment Soil, turbidity, dust Muddy All areas Vegetation Organic matter Varies All areas Tile Wet and dry tile dust Varies Home construction Solid waste Wood and paper packaging, scrap metal, rubber, plastic, glass, food containers, aluminum foil, food, cigarette butts and packaging, beverage containers Varies All areas Other Other pollutant (if needed) Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 13 Table 6. Construction Activities Associated with Pollutants Activity Type Pollutant Visually Observable Soil Disturbance Clear/grub Sediment and organics Cloudy to opaque Remove/compact Sediment Cloudy to opaque Fine grading Sediment Cloudy to opaque Trenching Sediment Cloudy to opaque Stockpiling Sediment Cloudy to opaque Other: Visually observable Asphalt Street construction Hydrocarbons Oily sheen Street improvement Hydrocarbons Oily sheen Street demolition Hydrocarbons Oily sheen Other: Concrete Laden Liquid Curb and gutter pH and sediment Cloudy to milky Sidewalks pH and sediment Cloudy to milky Foundations pH and sediment Cloudy to milky Driveways pH and sediment Cloudy to milky Breakout/saw cuts pH and sediment Cloudy to milky Masonry pH and sediment Cloudy to milky Stucco pH and sediment Cloudy to milky Grout pH and sediment Cloudy to milky Washout/clean up pH and sediment Cloudy to milky Other: General Framing Sawdust Varies Painting Paint (when dry) Varies Dry walling Gypsum, joint compound Varies Tiling Ceramic dust Varies Finish trim/cabinet Sawdust Varies Roofing Tar paper, shingles Varies Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 14 Activity Type Pollutant Visually Observable Plumbing PVC glue, plastic, metal pipe and filings Varies Electrical Copper, plastics, metals Varies Heating/air conditioning Sheet metal, fiberglass wool Varies Landscape Containers, mulch, soil, organic materials Varies Insulation Fiberglass, packaging material Varies Other: Table 7. Construction Equipment Associated with Pollutants Backhoe Paving equipment – concrete asphalt Bulldozers Personal cars and light trucks Concrete delivery trucks Portable concrete mixers Concrete pumpers Scraper Delivery trucks Skid-steer/Bobcat Fork-lift/Pettibone Stucco/plastic spray pumps Front-end loaders Trackhoe Generator Trencher Haulers – trucks Water truck Paint spray pumps Other: 1.11 ENDANGERED SPECIES CERTIFICATION Are any federally or state-listed endangered or threatened species and critical habitats on or near the project site? Yes No If yes, describe the species and/or critical habitat: Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 15 Per a review of the U.S. Fish and Wildlife’s (USFWS’s) Endangered Species website1, one federally listed threatened species has a known geographic range including Carver County: Northern long-eared bat (Myotis septentrionalis). Per a review of the USFWS’s White-Nose Syndrome (WNS) Zone map dated June 2, 20162, Carver County, Minnesota is located within 150 miles of a location where WNS has been detected. Therefore, the project site falls within the WNS buffer zone per the Final 4(d) Rule under the Endangered Species Act (ESA). In the spring, summer and fall, NLEB use a wide variety of forested habitats for roosting, foraging and traveling, and may also utilize some adjacent and interspersed non- forested habitat such as emergent wetlands and edges of fields. For areas within the WNS buffer zone, the incidental take (e.g., the harm, harassment or killing of a bat as a side effect of otherwise lawful actions, like tree clearing) from tree removal activities is not prohibited unless 1) it results in removing a known occupied maternity roost tree, 2) if tree removal activities occur within 150 feet of a known occupied maternity roost tree from June 1 through July 31, or 3) tree removal activities occur within 0.25 mile of a hibernaculum at any time. Tree removal activities may then proceed without a permit and there is no need to contact the USFWS. Due diligence is generally required to determine if a maternity roost tree or a hibernaculum is on the property; however, per the Final 4(d) Rule, private landowners are not required to conduct surveys on their lands. In Minnesota, the Minnesota Department of Natural Resources (MNDNR) maintains records of maternity roost trees or a hibernaculum within its Natural Heritage Inventory System (NHIS) database. Based upon a guidance document issued by the MNDNR and the USFWS on April 1, 20163, there are no known NLEB records from Carver County. As there are no records of NLEB maternity roost trees or a hibernaculum within the project site or a 0.25-mile buffer, the incidental take of NLEB as a result of tree removal activities is not prohibited under the Final 4(d) Rule under the ESA. Based upon a review of the MNDNR NHIS database under license agreement LA-760, there are no known records of state-listed species within or near the project site. However, the NHIS database indicates a known record from 2003 of Blanding’s turtle located approximately one mile north of the project site, near Highway 7. Due to the residential development of the surrounding landscape, it is not anticipated that Blanding’s turtle will occur within the project site. However, the wetlands within the project site may provide suitable habitat for Blanding’s turtles. Construction crews and personnel working within the project site should be advised that if they encounter any turtles, they should not be disturbed. 1 United States Fish and Wildlife Service (USFWS). 2016a. County Distribution of Federally-Listed Threatened, Endangered, Proposed, and Candidate Species. http://www.fws.gov/midwest/endangered/lists/minnesot-cty.html. Website accessed June 29, 2016. 2 USFWS. 2016b. White-Nose Syndrome Zone Around WNS/Pd Positive Counties/Districts. http://www.fws.gov/Midwest/endangered/mammals/nleb/pdf/WNSZone.pdf. June 2, 2016. 3 MNDNR and USFWS. 2016. Townships Containing Northern Long-eared Bat Roost Trees and/or Hibernacula. http://files.dnr.state.mn.us/eco/ereview/minnesota_nleb_township_list_and_map.pdf. 2016. Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 16 1.12 HISTORIC PRESERVATION Are there any historic sites on or near the construction site? Yes No If yes, describe or refer to documentation that determines the likelihood of an impact on this historic site and the steps taken to address that impact. Was a review of the Minnesota Historical webpage conducted to establish if any historic sites are on or near the construction area? Yes No Stantec, on behalf of Yosemite, requested a cultural resources inventory database search from the Minnesota State Historic Preservation Office (SHPO). The SHPO provided the results of this database search on June 21, 2016. No archaeological sites or historic architectural properties were identified in or adjacent to the project site. Although numerous archaeological sites and historic properties were identified within a one-mile buffer of the project site, due to the prevalence of residential development in the surrounding area, it is not anticipated that the proposed 12-lot development will have an adverse effect on historic properties. 1.13 APPLICABLE FEDERAL, TRIBAL, STATE OR LOCAL PROGRAMS Are there any Applicable Federal, Tribal, State or Local Programs on or near the construction site that apply? Yes No The MPCA website was checked for MS4 status and found that the City of Chanhassen is a MS4 designated community. The City of Chanhassen website (http://www.ci.chanhassen.mn.us/) was checked for ordinances pertaining to NPDES, erosion and sediment control, stormwater compliance and rules or regulations. The following are applicable sections of the City Ordinance: • City Code Chapter 19 Water, Sewers and Sewage Disposal Regulations, https://www2.municode.com/library/mn/chanhassen/codes/code_of_ordinanc es?nodeId=CICO_CH19WASESEDI These rules were followed in the creation of this SWPPP. When discrepancies resulted between the rules reviewed the more stringent of the City or State rules shall apply. The complete plans and ordinances can be found on the perspective websites. EROSION AND SEDIMENT CONTROL BMPS 2.0 2.1 MINIMIZE DISTURBED AREA AND PROTECT NATURAL FEATURES AND SOIL During mass grading natural and existing vegetation will be preserved as much as possible on-site. The principal advantage of preserving natural vegetation is protecting desirable trees, vines, bushes, and grasses from damage during project development. Vegetation provides erosion control, stormwater detention, bio-filtration, and aesthetic values to a site during and after mass grading activities. During mass grading all exposed soil areas will be stabilized as soon as possible to limit soil erosion, soil stabilization will be initiated immediately and completed within 14 days after the Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 17 grading activity in that portion of the site has temporarily or permanently ceased, In some instances this may require stabilization to occur more than once during mass grading. The Single Family lots will be disturbed by another contractor on a lot-by-lot basis as homes are constructed. It is anticipated that portions of the project site will be disturbed as the contractors complete various stages of home construction. Areas not to be disturbed will be designated typically through the use of silt fence. During the initial excavation process, topsoil will be preserved by stockpiling with sediment control devices installed down gradient. Refer to the ECP for additional detail (Appendix E). Temporary stockpiles without significant silt, clay, or organic components (e.g. clean aggregate stockpiles, demolition concrete stockpiles, sand stockpiles) and the constructed base components of roads, parking lots, and similar surfaces are exempt from this requirement but will have effective sediment controls in place, and will not be placed in surface waters, including stormwater conveyances such as curb and gutter systems, or conduits and ditches unless there is a bypass in place for the stormwater. 2.2 PHASED CONSTRUCTION ACTIVITY This Project will consist of mass grading activities, utility and street installation, and permanent stormwater management. At the completion of this activity, home construction on individual lots will begin following the land sale and General Permit transfer to a new contractor. Table 8 provides a typical sequence of land construction activities. The approved project design plans, including a Grading Plan and ECP, will be located in Appendix E. For additional information on sequencing and construction activity, please contact the Responsible Parties outlined in Section 1.2 of this SWPPP. Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 18 Table 8. Typical Sequence of Land Construction Activities Phase Sequence of Land Construction Activity 1 Pre-construction Initial installation Community set-up Good housekeeping 2 Protection of sensitive areas and construction of post-construction BMPs 3 During construction Clear and grub Mass grading Underground utilities and drainage structures Site concrete curb, gutter and drives Paving/street work Site landscaping 4 Post-construction Final stabilization Table 9 provides the sequence for major construction activities and site-specific BMP installation. Home construction on individual lots will be completed by another contractor following a land sale and General Permit transfer, and is not covered under this SWPPP. Table 9. Sequence of Major Construction Activities and Site-Specific BMP Installation Estimated Timeline of Activity Construction Activity and BMP Description August 2016 – October 2016 Phase 1 - Pre-construction BMPs that apply at all times from the start of clearing and grubbing activities until final stabilization. Includes initial installation, community set-up and good housekeeping. 1. Cleaning, washing, or maintenance of construction equipment or vehicles is not allowed on-site, per Section 3.5. 2. Building materials will be stored on-site throughout construction properly store construction materials in accordance with Section 3.2. 3. Implement material use practice. 4. Prevent and manage spills of stored substances per SWPPP Section 3.6 (Spill Prevention and Control Plan). Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 19 Estimated Timeline of Activity Construction Activity and BMP Description 5. In the event of a spill, including but not limited to, herbicides, fertilizers, chemicals of any type, soil stabilizers, soil binders, diesel, gasoline, motor oil or lubricant, curing compounds, paints, stains, or sanitary waste, implement clean up measures as indicated in SWPPP Section 3.6. Clean up all leaked material or spill immediately. 6. Keep a spill kit on-site during construction per SWPPP Section 3.6. 7. When water is needed for construction purposes and controlling dust, watering trucks will be used on-site. Prevent nuisance water by turning off at the source or using nozzle when not in use. 8. Install stabilized exits at equipment and material storage areas where materials will be stored on disturbed soils. Rock entrances shall be installed per SWPPP Section 2.11. 9. All temporary erosion and sediment controls are to remain in place until the up-gradient areas are permanently stabilized. 10. Conduct regular stormwater tailgate meetings with the workforce when the Project is staffed and work is underway. 11. Avoid and control illicit discharges. August 2016 – October 2016 Phase 2 – Protect sensitive areas and construction of post construction BMPs BMPs that apply at all times from the start of clearing and grubbing activities until final stabilization. 1. Surveyor will stake silt fence and/or tree fence for tree protection areas. 2. Install silt fence and/or tree protection fence to protect areas not to be disturbed. 3. Wetlands and infiltration basins will be marked on the maps. 4. According to the ECP located in Appendix E, duplicate perimeter controls are required adjacent to Wetlands 1 and 2. 5. Stormwater ponds and wetlands shall be thoroughly inspected at each inspection. September 2016 – October 2016 Phase 3 – During Construction (During Construction): Clearing, Grubbing, Sediment Basin 1. Engineers will stake property lines at perimeter. 2. Construct stabilized construction exits for the site. Rock entrances will be 50 feet long and 20 feet wide with rock depth being a minimum of 6 inches. (Section 2.11 and detail in Appendix E) 3. Begin Demolition of buildings and removal of existing bituminous. 4. Establish and maintain material and equipment storage areas away from water courses and storm drain inlets. 5. Clear areas as needed for installation of silt fence per the ECP. Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 20 Estimated Timeline of Activity Construction Activity and BMP Description (Appendix E) 6. Maintain all areas within wetland buffers, per the ECP. (Appendix E) 7. Install perimeter silt fences at down gradient locations per ECP. Silt fence will be machine sliced with woven monofilament fabric. Fabric will be fastened on-site. 8. Establish hazardous materials storage area within the combined staging area. 9. Implement vehicle and equipment cleaning, vehicle and equipment fueling; material delivery and storage; spill prevention and control; solid waste management; and proper equipment/vehicle fueling and maintenance practices. (Section 3.0) 10. Evaluate run-on and divert as necessary. 11. Begin clearing and grubbing, and installation of access road for sediment basin. 12. Construct sediment basin and install velocity dissipation devices at outfall(s) as soon as practicable. September 2016 – October 2016 Phase 3 – During Construction (During Construction): Mass Grading / Site Grading 1. Discuss stormwater management at the pre-job meeting with representative from the local agency. During discussion identify areas to be protected. 2. Engineers will install grade stakes. 3. Implement vehicle and equipment cleaning, vehicle and equipment fueling; material delivery and storage; spill prevention and control; solid waste management; and proper equipment/vehicle fueling and maintenance practices. (Section 3.0) 4. Establish and maintain material and equipment storage areas away from water courses and storm drain inlets. 5. Avoid clearing and grading operations during inclement weather, schedule construction accordingly. 6. Begin grading operations. 7. Permanent ponds shall be at least partially excavated prior to grading operations. They shall be excavated to a minimum of 1,800 cf / acre of drainage area. 8. Temporary standpipes shall be installed immediately in accordance with the grading plan. 9. Maintain drainage to temporary sediment basin or existing stormwater basin during construction. Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 21 Estimated Timeline of Activity Construction Activity and BMP Description 10. Implement stockpile management BMPs. See Section 2.14. 11. Machine sliced silt fence will be installed around ponds. 12. Install temporary stabilization per ECP on disturbed areas where no work will commence within 14 days. September 2016 – October 2016 Phase 3 – During Construction (During Construction): Infrastructure (utilities, curb and gutter, sidewalks, drives etc.) 1. Store construction equipment in a designated area 2. Establish hazardous materials storage area with the combined staging area 3. Implement Good Housekeeping BMPs per Section 3.0, including: vehicle and equipment cleaning, vehicle and equipment fueling; material delivery and storage; spill prevention and control; solid waste management; and proper equipment/vehicle fueling and maintenance practices. 4. Implement stockpile management BMPs. See Section 2.14. 5. Avoid excavation of trenches and stockpiling of material during inclement weather, schedule construction accordingly. 6. Install utilities; sanitary sewers, watermains, and storm sewer. 7. Riprap shall be placed in accordance with the ECP within 24 hours of installation of storm sewer. 8. Prepare pavement sub grade and install gutters, curbs, storm drain inlets, sewer manholes 9. Install temporary stabilization per ECP on disturbed areas where no work will commence within 14 days. 10. Install inlet protection once inlets installed and active per SWPPP Section 2.8 Protect Storm Drain Inlets. September 2016 – October 2016 Phase 3 – During Construction (During Construction): Paving Operations 1. Store construction equipment in a designated area. 2. Establish hazardous materials storage area with the combined staging area. 3. Implement Good Housekeeping BMPs per Section 3.0, including: vehicle and equipment cleaning, vehicle and equipment fueling; material delivery and storage; spill prevention and control; solid waste management; and proper equipment/vehicle fueling and maintenance practices. 4. Coordinate removal of stabilized construction entrance once ready to pave street. 5. Pave streets 6. At conclusion of paving and small utilities operations install silt fence as back of curb. Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 22 Estimated Timeline of Activity Construction Activity and BMP Description 7. Install temporary stabilization per ECP on disturbed areas where no work will commence within 14 days. 8. Install permanent stabilization within 14 days after final grades are finished. 9. Install inlet protection once inlets installed and active per SWPPP Section 2.8. September 2016 – October 2016 Phase 3 – During Construction (During Construction): Landscape and Irrigation 1. Store construction equipment in a designated area 2. Establish hazardous materials storage area with the combined staging area. 3. Implement Good Housekeeping BMPs per Section 3.0, including: vehicle and equipment cleaning, vehicle and equipment fueling; material delivery and storage; spill prevention and control; solid waste management; and proper equipment/vehicle fueling and maintenance practices. 4. Maintain paved areas with street sweeping as needed. 5. Stockpile management. Stockpiles will be enclosed with silt fence and temporary stabilized within 14 days of inactivity. 6. Clear areas to be landscaped of temporary erosion controls. 7. Verify installation of temporary sediment controls and inlet protection. October 2016 – December 2017 Phase 4 – Post Construction – Permanent Stabilization 1. Biofiltration basins will be utilized to meet or exceed quality and rate control requirements. 2. Skimmers - the pond outlet structure includes a submerged inlet pipe to allow skimming. 3. Riprap - riprap will be utilized at all aprons for energy dissipation and provide sediment control. 4. Inlet protection - inlet protection will be installed and maintained in all catch basins and rear yard structures. (wimco's or equal) 5. Slope stabilization will be installed according to the ECP in Appendix E prepared by the Engineer. 6. Inspect and maintain temporary stabilization until it reaches 70% permanent cover. 2.3 SUPPORT FACILITY ACTIVITIES No support facilities are programmed for the project site at this time. Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 23 2.4 10 OR 5 ACRE SEDIMENT BASIN OR ALTERNATIVE (RATIONALE) The site will disturb approximately 6.0 acres. Per the General Permit and City of Chanhassen requirements, temporary sedimentation basins will be installed in areas of 10 acres of drainage concentrated to one discharge area and in smaller areas where flow is concentrated and needs to be dissipated. Refer to the ECP for locations (Appendix E). Temporary sediment basins are effective at limiting sediment transport and reducing velocity of stormwater. Temporary basins will decrease sediment load in concentrated flow paths as well as reduce velocity of stormwater preventing additional scour. Any runoff from 10 acres or more, or where flow is concentrated and needs to be dissipated, shall be impounded by a temporary basin that has the following characteristics: • The basins must provide storage below the outlet pipe for a calculated volume of runoff from a 2-year, 24 hour storm from each acre drained to the basin, except that in no case shall the basin provide less than 1800 cubic feet of storage below the outlet pipe from each acre drained to the basin. • Where no such calculation has been performed, a temporary (or permanent) sediment basin providing 3,600 cubic feet of storage below the riser pipe per acre drained to the basin, shall be provided where attainable until permanent cover is established for the entire drainage area of the temporary basin. • Temporary basin outlets must be perforated riser pipe wrapped with filter fabric and covered with crushed gravel, which is designed to prevent short-circuiting and the discharge of floating debris. The basin must be designed with the ability to allow complete basin drawdown for maintenance activities, and provide a stabilized emergency overflow to prevent failure of pond integrity. Energy dissipation must be provided for the basin outlet (see General Permit Part IV.B.5). • The temporary (or permanent biofiltration) basins must be constructed and made operational concurrent with the start of soil disturbance that is up gradient of the area and contributes runoff to the pond. Where the temporary sediment basin is not attainable due to site limitations, equivalent sediment controls such as smaller sediment basins, and/or sediment traps, silt fences, vegetative buffer strips, or any appropriate combination of measures are required for all down slope boundaries of the construction area and for those side slope boundaries deemed appropriate as dictated by individual site conditions. In determining whether installing a sediment basin is attainable, the Permittee must consider public safety and may consider factors such as site soils, slope, and available area on-site. This determination must be documented in the SWPPP. Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 24 Temporary Sedimentation Basin Standard Details The Contractor is encouraged to work with the designer/engineer of the site to locate the temporary basins in the most suitable location. Permanent biofiltration basins utilized as temporary basins during construction will be cleaned of all accumulated sediment and restored to original design capacity. The EPA (1993) estimates an average total suspended solids removal rate for all sediment basins of 55 percent to 100 percent. The average effectiveness is 70 percent. BMP Description: Temporary Sedimentation Basin Permanent Temporary Installation Schedule: To be installed prior to concentrating drainage of 10 acres or more, in smaller areas where flow is concentrated and needs to be dissipated, and prior to land disturbance upslope of the protected wetlands. Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 25 Maintenance and Inspection: Sediment basins should be readily accessible for maintenance and sediment removal. The sediment maintenance volume should be determined and marked before the basin is used. They should be inspected after each rainfall and be cleaned out within 72 hours when about half the volume has been filled with sediment. Poorly draining basins require maintenance to clean clogged riser or filter cloth. The sediment basin should remain in operation and be properly maintained until vegetation or other measures permanently stabilize the drainage area. A well-built temporary sediment basin that is large enough to handle the post-construction runoff volume may later be converted to use as a permanent stormwater management structure. Responsible Staff: See Section 1.2 Faircloth Skimmer With Embankment Detail Faircloth Skimmer with Outlet Structure Detail BMP Description: Faircloth Skimmer Permanent Temporary Installation Schedule: To be installed prior to drawdown of the temporary basin Maintenance and Inspection: Trash: If the inlet screen clogs and there is water in the basin, tugging on the rope several times will usually wash the trash off and restore flow. If not, pull the inlet to the side of the basin and use a stick to clean the screen. Open the screen door and remove any trash or sediment inside so grass or trees do not grow in the inlet. Sediment Accumulation Around Skimmer: A shallow, long basin, using baffles, and inflow in the basin at the opposite end from the outlet help keep sediment away from the skimmer. If sediment restricts skimmer movement, pull the skimmer to one side and excavate under it. Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 26 Ice: Try to keep ice broken up at the inlet and around the barrel to keep water flowing, making it less likely the inlet will freeze. Spray painting the float black to absorb heat is recommended. Use paint that will stick to PVC plastic. Handling the Skimmer: The skimmer is made of plastic and will withstand heat, cold and sunlight but it needs to be handled by hand, NOT grabbed with a backhoe bucket and yanked around, especially in cold weather. To remove the skimmer, disconnect the hose first, then disconnect the barrel from the inlet extension. DO NOT try to pull the skimmer loose with a backhoe. Vandalism: Keep unauthorized persons that may do damage off the site. Do not provide rocks close to the skimmer if possible. If possible, taking other considerations into account, position the skimmer out in the basin away from the banks to decrease the potential for a successful hit. Responsible Staff: See Section 1.2 2.5 CONTROL STORMWATER FLOWING ONTO AND THROUGH THE PROJECT There is no appreciable drainage onto the site. Stormwater in the surrounding neighborhoods are controlled by an existing storm sewer system, and overflow-outfall located adjacent to the project site will be managed through the use of various temporary and permanent BMPs listed in Sections 2.1 - 2.14. 2.6 STABILIZE SOILS Exposed soil surfaces should be minimized at all times. Whenever possible, natural vegetation on the site should be preserved. If exposed slopes are unavoidable, it is essential to apply erosion and sedimentation control BMPs to reduce discharge of sediment to the storm drainage system. During construction any disturbed areas where construction will not occur for 14 days will be temporarily seeded and stabilized as outlined below. Sod may also be used for permanent stabilization. Sodding provides immediate erosion protection to soil. The following BMPs will be utilized to stabilize disturbed soils: a. Straw Mulch and Seed Temporary mulch cover and seed BMP: Temporary mulch cover (straw / hay type) will be applied at rates of 2 tons per acre to provide temporary erosion protection of exposed soils areas with slopes flatter than or equal to 4:1. Seed will be applied with the mulch for temporary and/or permanent vegetative growth as necessary. Straw mulch (straw / hay type) is used for all soil types where slopes are flatter than 3:1 and no significant concentrated flows are present. The mulch is disc-anchored to the soil to keep it from blowing away. The mulch prohibits the impact of the rain drop from dislodging soil and subsequently carrying the soil away during sheet drainage. Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 27 BMP Description: Straw Mulch / Seed Permanent Temporary Installation Schedule: As areas become ready for stabilization / within 14 days after final grade or within 14 days if the areas are not to be disturbed after the 14th day. Maintenance and Inspection: Inspect for uniform coverage and rate of coverage (90% of the area should be covered). Inspect to ensure mulch doesn’t wash away or blow from wind. Straw mulch should be crimped or a tackifier should be used. If application is not adequate reapplication is needed. Seeding shall be at the specified rate and mixture. Responsible Staff: See Section 1.2 b. Hydro-mulch Hydro-mulch / seed may be used in areas of final grade which have been top-dressed with topsoil and areas of small drainage areas (less than 5 acres) and not in concentrated flows. Additionally, the hydro-mulch is used in areas where the slope is flatter than 3:1. The hydro-mulch temporarily stabilizes the exposed soils on the residential lots by protecting against the rain drop and stopping erosion from sheet flow. Hydro-mulch shall be applied at 1,500 lbs/acre if sod is not applied within 14 days of construction temporarily or permanently ceasing. BMP Description: Hydro-mulch Permanent Temporary Installation Schedule: As areas become ready for stabilization / within 14 days after final grade or within 14 days if the areas are not to be disturbed after the 14th day. Maintenance and Inspection: Rate of slurry application shall be variable depending on surface roughness, slope configuration and degree of undulation but it is expected that 56m3 of slurry will be needed per hectare (6 M gallons per acre). This rate is equivalent to applying Hydro-mulch at 2,353 kg/ha (2,100 lbs per acre). Amount of material applied shall be such to obtain 100% soil surface coverage. For inaccessible areas, the mix may be pumped through a hose. The approximate quantity of coverage is 11.4-34m3 (3,000-9,000 gallons) of slurry. If application is not adequate, then reapplication is needed. Seeding shall be at the specified rate and mixture. Responsible Staff: See Section 1.2 Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 28 c. Sod Sodding is appropriate for any graded or cleared area that might erode and where a permanent, long-lived plant cover is needed immediately. It can be a temporary or permanent BMP. Possible uses for sod include buffer zones, stream banks, dikes, swales, slopes, outlets, level spreaders, and filter strips. Primary advantages of sod are: • Provides immediate dense vegetative cover and erosion control. • Provides more stabilizing protection than initial seeding. • Generates less weed growth than seeded vegetation does. • Can be available for site activities (open to foot traffic) within a shorter time than can seeded vegetation. • Can be placed at any time of the year as long as water is available and moisture conditions in the soil are favorable. BMP Description: Sod Permanent Temporary Installation Schedule: Within 14 days of final grade Maintenance and Inspection: Uniform and prepped soil is needed for sod application free of rocks, sticks and clumps. Staking and/or shingling of sod is needed for concentrated flow areas and slopes of 3:1 and steeper. Maintenance needed could include regular irrigation, weeding, fertilizing and mowing. Responsible Staff: See Section 1.2 Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 29 2.7 PROTECT SLOPES a. Erosion Control Blanket Erosion control blanket and seed BMP: Erosion control blanket (double sided netting with wood and / or straw fiber) will be used as temporary stabilization for areas of steep slopes (steeper than 4:1) and for areas of concentrated flow (i.e., swales). Seed will be applied in these areas with the blanket for temporary and/or permanent vegetative growth as necessary. Erosion control blanket will be used on slopes of 4:1 and steeper and in areas of concentrated flow where straw mulch will not be adequate. Refer to the ECP for the minimum locations of Erosion control blanket at the project site (Appendix E). BMP Description: Erosion Control Blanket Permanent Temporary Installation Schedule: Within 24 hours of swale grading within 200 linear feet of inlets or discharge points; slopes shall be blanketed within 14 days of final grade or temporarily ceased construction areas. Maintenance and Inspection: Inspect for blanket to soil contact, adequate stapling of the blanket and inspect for undermining following rain events. Repair and reinstall areas of erosion as observed. Responsible Staff: See Section 1.2 Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 30 b. Sod Sodding is appropriate for any graded or cleared area that might erode and where a permanent, long-lived plant cover is needed immediately. It can be a temporary or permanent BMP. Possible uses for sod include buffer zones, stream banks, dikes, swales, slopes, outlets, level spreaders, and filter strips. Primary advantages of sod are: • Provides immediate dense vegetative cover and erosion control. • Provides more stabilizing protection than initial seeding. • Generates less weed growth than seeded vegetation does. • Can be available for site activities (open to foot traffic) within a shorter time than can seeded vegetation. • Can be placed at any time of the year as long as water is available and moisture conditions in the soil are favorable. BMP Description: Sod Permanent Temporary Installation Schedule: Within 14 days of final grade Maintenance and Inspection: Uniform and prepped soil is needed for sod application free of rocks, sticks and clumps. Staking and/or shingling of sod is needed for concentrated flow areas and slopes of 3:1 and steeper. Maintenance needed could include regular irrigation, weeding, fertilizing and mowing. Responsible Staff: See Section 1.2 Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 31 2.8 PROTECT STORM DRAIN INLETS All inlet protection used will be a type with an emergency overflow built into the system to handle large, high flow storm events. Inlet protection is to be installed at all stormwater inlets which have the potential to receive stormwater runoff from the construction site. This includes any catch basins in the street down gradient from the site as well as any rear yard catch basins down gradient of the rear lot line, unless protected by perimeter controls (e.g., silt fence, biorolls). Inlet protection may be removed for a particular inlet if a specific safety concern (street flooding/freezing) has been identified by the Permittee(s) or the jurisdictional authority. The Permittee(s) must document the need for removal in the SWPPP. Refer to the ECP for the minimum locations of storm drain inlet protection at the project site (Appendix E). a. Catch Basin Insert for Paved Streets: Typical curb inlet protection used include Wimco’s (Device Model CG23, 24 or 25, CG 3067), InfraSafe (DCD-23), Lange Industries (Device Model Drain Filter SC1735-S1) controls or equal. The inlet controls are similar in flow rates and storage capacity (approximately 1 CFS, with overflow approximately 3 CFS and nearly 3 cubic feet of storage) that will be used in all soil types. In more clay type soils up- gradient erosion and sediment controls will minimize the clay material contributing to the inlet controls. Additionally, street sweeping will accompany the inlet controls during paved street conditions. BMP Description: Catch basin Insert for Paved Streets Permanent Temporary Installation Schedule: Prior to up-gradient soil disturbance Maintenance and Inspection: Inspect every 7 days and within 24 hours of rainfall over 0.5- inch. Maintain/remove sediment if filled to 1/2 capacity - clean inlet controls within 7 days of observation. Responsible Staff: See Section 1.2 b. Rear Yard / drop catch basin control Inlet controls used include Infrasafe Sediment Control Barrier (ISCB-27DG), Circle H, and similar devices will be used in concentrated flow conditions at the lowest elevation to encourage temporary ponding of water and controlled emergency overflow during high flow events. Alternatively, silt fence with wooden stakes may be used with 1.5-inch Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 32 washed rock around the fabric. The wooden stakes will provide support during high flows and varying soil types. The washed rock will provide added treatment for clay- type soils during construction. BMP Description: Catch Basin Insert for Rear Yards Permanent Temporary Installation Schedule: Prior to up-gradient soil disturbance Maintenance and Inspection: Inspect every 7 days and within 24 hours of rainfall over 0.5- inch. Maintain/remove sediment if filled to 1/2 capacity - clean inlet controls within 7 days of observation. Responsible Staff: See Section 1.2 Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 33 2.9 ESTABLISH PERIMETER CONTROLS AND SEDIMENT BARRIERS Silt Fence Standard silt fence will be used curbside and upslope from rear lot swale areas. The fence should suffice for slopes typically less than or equal to 4:1 and the presence of organic topsoil and partially stabilized areas. The standard silt fence will also be used in smaller watershed areas where the contributing areas are typically less than 0.25 acre of drainage per 100 feet of standard silt fence. The standard silt fence will also be used for stockpiles which are approximately 8 feet high and 3:1 slopes. The silt fence should provide adequate protect if placed 3 – 5 feet from the toe of the stockpile. The standard silt fence should not be used in areas of highly erodible soils. BMP Description: Machine Sliced Silt fence Permanent Temporary Installation Schedule: Prior to up-gradient soil disturbance Maintenance and Inspection: Inspect every 7 days and within 24 hours of rainfall over 0.5- inch. Ensure base of the silt fence is trenched and soil is compacted to hold fabric in place. Ensure fabric is secure to posts using staples for wooden posts and zip ties for metal posts. Maintain/remove sediment if silt fence filled to 1/2 height of fence or otherwise failing within 24 hours of observation. Responsible Staff: See Section 1.2 Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 34 a. Heavy Duty Silt Fence Heavy duty silt fence will be used in areas where standard silt fence is deemed inappropriate due to field conditions. Heavy duty silt fence will be used for perimeter control during large areas of soil disturbing activities near critical resources such as wetlands and other adjacent water resources. The fence will only be used in areas where slopes are equal to or flatter than 3:1 and where the contributing watershed is 5 acres or less. Heavy duty silt fence will be used in areas of highly erodible soils as necessary. Heavy Duty silt fence consists of wire mesh backing, posts, geotextile, and fasteners assembled on-site: BMP Description: Heavy Duty Silt fence Permanent Temporary Installation Schedule: Prior to up-gradient soil disturbance Maintenance and Inspection: Inspect every 7 days and within 24 hours of rainfall over 0.5- inch. Ensure base of the silt fence is trenched and soil is compacted to hold fabric in place. Ensure fabric is secure to posts using staples for wooden posts and zip ties for metal posts. Maintain/remove sediment if silt fence filled to 1/2 height of fence or otherwise failing within 24 hours of observation. Responsible Staff: See Section 1.2 Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 35 b. Woodchip Log/Fiber Roll A fiber roll (wattle/compost-filled socks) consists of straw, flax, or other similar materials bound into a biodegradable tubular plastic or similar encasing material. When fiber rolls are placed at the toe and on the face of slopes, they intercept runoff, reduce its flow velocity, release the runoff as sheet flow, and provide removal of sediment from the runoff. By interrupting the length of a slope, fiber rolls can also reduce erosion. The uses are as follows: • Along the toe, top, face, and at grade breaks of exposed and erodible slopes to shorten slope length and spread runoff as sheet flow. • At the end of a downward slope where it transitions to a steeper slope. • Along the perimeter of a project. • As check dams in unlined ditches. • Down-slope of exposed soil areas. • Around temporary stockpiles. • As temporary curbs for conveying water to catch basins and pipe slope drains. • For catch basin protection. BMP Description: Woodchip Log/Fiber Roll Permanent Temporary Installation Schedule: Prior to up-gradient soil disturbance Maintenance and Inspection: Inspect every 7 days and within 24 hours of rainfall over 0.5- inch. Ensure the BMP is in 100% contact with the soil and no ‘bridging’ or undermining is possible. BMPs should be installed with the terminal ends wrapped upgrade to prevent water from flowing around the control. Maintain/remove sediment if filled to 1/2 height of device or otherwise failing within 24 hours of observation. Responsible Staff: See Section 1.2 Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 36 c. Cut Back Curb A temporary sediment trap formed by excavation behind the curb to intercept sediment-laden runoff from the site during construction and retain sediment on-site. The hardscape (sidewalk, curb, or roadway) acts as a barrier to retain the stormwater long enough for the sediment to drop out of the stormwater before it leaves the site. A cutback curb is installed as a perimeter control when there is hardscape, such as a curb, sidewalk, or roadway, near the perimeter of the site. All new and existing roadways, curbs, and gutters must be protected from sediment- laden runoff, are considered as perimeters of the site, and will need perimeter controls installed. This control measure should not be used if there is no hardscape near the perimeter of the site. Excavate soil from behind the curb, sidewalk, or roadway 3 to 4 inches down from the top of the hardscape and bring the soil back 3 to 4 feet back from the hardscape. The depth and length of the excavated area may be increased if more sediment storage is needed. BMP Description: Cut Back Curb Permanent Temporary Installation Schedule: Post street construction Maintenance and Inspection: Inspect every 7 days and within 24 hours of rainfall over 0.5- inch. The excavated area must be cleaned regularly as site conditions or rain events cause sediment deposition in the excavated area. Inspect this control measure to ensure the excavated area is at a minimum of 3 to 4 inches in depth and has a width of at a minimum of 3 to 4 feet. Responsible Staff: See Section 1.2 Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 37 d. Bioroll Straw or Wood biorolls can be used for perimeter control, ditch checks and inlet protections. Straw biorolls slow runoff velocities allowing sediment to settle out and remain on-site. The straw is encased in netting with a minimum 6-inch diameter. The bioroll must be slightly trenched into the ground and secured by wood stakes. The stakes should be driven through the back half of the log at a 45-degree angle with the top of the stake pointing upstream. Stakes are placed every foot. When more than one log is used, overlap the ends by 6 inches. The end sections of the log should be curled or “J hooked” to keep sediment on-site. BMP Description: Biorolls Permanent Temporary Installation Schedule: Post street construction Maintenance and Inspection: Inspect every 7 days and within 24 hours of rainfall over 0.5- inch for splits, tears unraveling or slumping, if found repair or replace immediately. Remove accumulated sediment if noticeably straining the bioroll or if sediment is over 1/2 of the height. Responsible Staff: See Section 1.2 Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 38 e. Erosion Control Blanket Erosion control blanket and seed BMP: Erosion control blanket (double sided netting with wood and/or straw fiber) will be used as perimeter protection between the curb and sidewalk. Seed will be applied in these areas with the blanket for temporary and/or permanent vegetative growth as necessary. BMP Description: Erosion Control Blanket Permanent Temporary Installation Schedule: Post street construction Maintenance and Inspection: Inspect for blanket to soil contact, adequate stapling of the blanket and inspect for undermining following rain events. Repair and reinstall areas of erosion as observed. Responsible Staff: See Section 1.2 2.10 RETAIN SEDIMENT ON-SITE The project site contains the water for development on-site. Sediment from sheet flow, during and after construction, from around the stormwater pond will be treated by the erosion control fence as well as preserving existing vegetation around the stormwater pond. Where drainage from more than 10 acres is concentrated, and smaller areas where flow is concentrated and needs to be dissipated, a temporary basin and outlet will retain the sediment in the stormwater. Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 39 Post construction will retain the sediment on-site through the combination of stabilized vegetation and the permanent biofiltration basins. Refer to the ECP (Appendix E) for locations of Temporary and Permanent BMPs to retain sediment on-site. 2.11 ESTABLISH STABILIZED CONSTRUCTION EXITS The site will implement measures to minimize, to the extent practicable, off- site vehicle tracking of sediments onto paved surfaces and the generation of dust. Sediment tracked off-site will be removed at a frequency sufficient to minimize off-site impacts. The measures that will be implemented include: a. Stabilized construction entrances A rock construction entrance will be installed at the site exit, as identified on the ECP, to prevent the off-site transport of sediment by construction vehicles. During the development stage, the stabilized exit will be a least 50 feet long, a minimum of 20 feet wide, flared at the end closest to the paved road, and will consist of a 6–inch-thick layer of crushed stone (2 inches in diameter). The rock entrance is designed to: • Limit the points of entrance/exit to the construction site. • Stabilize all entrances/exits to the construction site before construction and further site disturbing activities begin. • Limit the speed of vehicles entering/exiting the site and travelling in the construction site to control dust. • Construct on level ground or properly grade each construction entrance/exit to prevent runoff from leaving the construction site. • The stabilized construction entrance/exit will be extended to a paved public roadway. • Route runoff from stabilized entrances/exits through a sediment-trapping device before discharge. • No vehicle or equipment is to access the construction site by any means other than the stabilized entrance/exit BMP Description: Rock Construction Entrance Permanent Temporary Installation Schedule: Beginning of construction / prior to accessing the soil from paved surfaces Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 40 Maintenance and Inspection: Inspect every 7 days and within 24 hours of rainfall over 0.5- inch. If entrance filled with sediment, producing significant sediment tracking or rutting, add rock or replace. Responsible Staff: See Section 1.2 b. Street sweeping Street sweeping and vacuuming includes the use of self-propelled equipment to remove sediment from all new and existing roadways, curbs, and gutters, and to clean paved surfaces in preparation for final paving. Sweeping and vacuuming prevents sediment from the project site from entering storm drains or receiving waters. Sweeping and vacuuming are suitable anywhere sediment is tracked from the project site onto public or private paved streets and roads, typically at points of egress. Sweeping and vacuuming are also applicable during preparation of paved surfaces for final paving. BMP Description: Street Sweeping Permanent Temporary Installation Schedule: Remove any sediment that has been tracked onto streets at the end of the day or within 24 hours of detection Maintenance and Inspection: Inspect every 7 days and within 24 hours of rainfall over 0.5- inch. Points of ingress and egress must be inspected daily. When tracked or spilled sediment is observed outside the construction perimeter, it must be removed at least daily. Responsible Staff: See Section 1.2 2.12 DEWATERING Dewatering or basin draining (e.g., pumped discharges, trench/ditch cuts for drainage) related to the construction activity that may have turbid or sediment laden discharge water must be discharged to a temporary or permanent sedimentation basin on the project site whenever possible. Discharge from the temporary or permanent sedimentation basin must be visually checked to ensure adequate treatment is obtained in the basin and that nuisance conditions (see Minn. R. 7050.0210, subp. 2) will not result from the discharge. If the water cannot be discharged to a sedimentation basin prior to entering the surface water, it must be treated with the appropriate BMPs, such that the discharge does not adversely affect the receiving water or downstream landowners. Options for discharge not entering a sediment basin include: • Use an approved portable sediment trap. • Apply natural based flocculent technology such as Chitosan in sediment traps or a series of ditch checks to contain the sediment. Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 41 • Discharge through biorolls or rock weeper into a large vegetative buffer that is at least 100 feet long with a slope of no greater than 5%. The Permittee(s) must ensure that discharge points are adequately protected from erosion and scour. The discharge must be dispersed over natural rock riprap, sand bags, plastic sheeting, or other accepted energy dissipation measures. Adequate sedimentation control measures are required for discharge water that contains suspended solids. All water from dewatering or basin draining activities must be discharged in a manner that does not cause nuisance conditions, erosion in receiving channels or on down- slope properties, or inundation in wetlands causing significant adverse impact to the wetland. If the collected runoff is contaminated with oil, grease, or other petroleum products, an oil/water separator or a filtration mechanism may be necessary prior to the discharge. Another method of disposal such as containment and trucking away by a licensed transporter will need to be implemented if the water has been contaminated by toxic and hazardous materials. Dewatering locations and methodology is at the discretion of the contractor based on their construction schedule. The Contractor is responsible for any permits needed to dewater on the site. A water appropriation permit will be required from the MNDNR for construction dewatering in excess of 10,000 gallons a day and must include a site plan to treat the water. The General Permit will be provided to the SWPPP Manager. BMP Description: Dewatering Permanent Temporary Installation Schedule: As needed Maintenance and Inspection: Inspect every hour during dewatering operations. Responsible Staff: See Section 1.2 2.13 DUST CONTROL Wind erosion control consists of applying water and/or other dust palliatives as necessary to prevent or alleviate erosion by the forces of wind. Dust control shall be applied in accordance with Minnesota Department of Transportation (MNDOT) standard practices. Covering of small stockpiles or exposed soil areas is an alternative to applying water or other dust palliatives. This practice is implemented on all exposed soils subject to wind erosion. Effectiveness depends on soil, temperature, humidity and wind velocity. Water shall be applied by means of pressure-type distributors or pipelines equipped with a spray system or hoses and nozzles that will ensure even distribution. All distribution equipment shall be equipped with a positive means of shutoff. Unless water is applied by means of pipelines, at least one mobile unit shall be available at all times to apply water or dust Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 42 palliative to the Project. If reclaimed water is used, the sources and discharge must meet Minnesota Department of Health (MDH) Standards. Non-potable water shall not be conveyed in tanks or drain pipes that will be used to convey potable water and there shall be no connection between potable and non- potable supplies. Non-potable tanks, pipes and other conveyances shall be marked “NON-POTABLE WATER - DO NOT DRINK.” Materials applied as temporary soil stabilizers and soil binders will also provide wind erosion control benefits. BMP Description: Dust Control Permanent Temporary Installation Schedule: As needed Maintenance and Inspection: Continuously check for dust and wind erosion during all phases of construction. Responsible Staff: See Section 1.2 2.14 STOCKPILE MANAGEMENT Stockpile management procedures and practices are designed to reduce or eliminate air and stormwater pollution from stockpiles of soil, paving materials such as Portland cement concrete (PCC) rubble, asphalt concrete (AC), asphalt concrete rubble, aggregate base, aggregate sub base or pre-mixed aggregate, asphalt minder (so called “cold mix” asphalt), and pressure treated wood. The following techniques for on-site soil stockpiles are established and proven techniques for erosion and sediment control, including: • Sediment barriers/filter strips (placed down-slope from exposed soils or soil stockpiles, or upstream of drainage lines and waterways to capture mobilized sediment); • Diversion barriers/swales (placed up-slope of exposed soils/stockpiles to divert stormwater and prevent mobilization); • Grassed/vegetated swales to channel stormwater, slow flow rates and capture sediments within the vegetated structure; • Prompt re-vegetation, or covering, of exposed areas with seed and mulch or hydromulch to prevent mobilization of soil during rainfall events • Maximum height of topsoil stockpile is 10 feet, maximum slope to not exceed 4:1 • Locate stockpiles a minimum of 50 feet away from concentrated flows of stormwater, drainage courses, and inlets. Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 43 For stockpiles of construction materials such as: PCC rubble, AC, AC rubble, aggregate base, aggregate sub base or pre-mixed aggregate, asphalt minder (so called “cold mix” asphalt), and pressure treated wood require the following additional protection is require: • Physical covering of soil stockpiles with plastic or comparable material at all times, appropriately weighted down to prevent it being blown off. BMP Description: Stockpile Management Permanent Temporary Installation Schedule: All stockpiles materials Maintenance and Inspection: Inspect every 7 days and within 24 hours of rainfall over 0.5- inch. Responsible Staff: See Section 1.2 GOOD HOUSEKEEPING BMPS 3.0 3.1 MATERIAL HANDLING AND WASTE MANAGEMENT All waste materials will be collected and disposed of into metal trash dumpsters in the combined staging area. Dumpsters will be placed away from stormwater conveyances and drains, and meet all local and state solid waste management regulations. Only trash construction debris from the site will be deposited in the dumpsters. All personnel will be instructed, during tailgate training sessions, regarding the correct procedure for disposal of trash and construction debris. Waste receptacles will be provided at convenient locations throughout the project site. These receptacles are, to the extent practicable, placed in locations that do not receive substantial amounts of stormwater runoff and do not drain directly to surface water bodies. Trash dumpsters will be installed once the combined staging area has been established. The dumpsters will be inspected weekly and immediately after a storm event. The dumpsters will be emptied and the waste removed from the site for appropriate disposal or recycling on a regular schedule to prevent them from overfilling. BMP Description: Dumpster Permanent Temporary Installation Schedule: At the beginning of construction Maintenance and Inspection: Collect all construction debris in dumpsters and empty when debris reaches top of dumpster. All dumpsters and portable bathrooms should be located at least 10 feet from inlets and waterways. In addition, dumpsters and toilets should be located upgrade from sediment controls. A rock entrance may be needed for the dumpster to minimize tracking. Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 44 Responsible Staff: See Section 1.2 BMP Description: Sanitary Facilities Permanent Temporary Installation Schedule: At the beginning of construction Maintenance and Inspection: Maintained regularly by independent contractor on their recommended guidelines. In addition, toilets should be located upgrade from sediment controls and 10 feet from inlets or waterways. Responsible Staff: See Section 1.2 3.2 ESTABLISH PROPER MATERIAL STAGING AREAS Construction equipment and maintenance materials will be stored at the combined staging area and materials storage areas. A construction trailer will be used to store hand tools, small parts, and other construction materials. Large items will be stored in the open in the storage area. The combined staging and materials storage area will be installed after grading and before any infrastructure is constructed on-site. Although not covered by this SWPPP, it is anticipated that the material storage areas for homebuilding will be located on the individual lots where homebuilding is taking place. Storage areas will be inspected weekly and after storm events. Storage areas will be kept clean, well-organized, and equipped with ample cleanup supplies as appropriate for the materials being stored. Perimeter controls, containment structures, covers, and liners will be repaired or replace das needed to maintain proper function. BMP Description: Storage / Staging Yards Permanent Temporary Installation Schedule: Prior to construction of lots Maintenance and Inspection: Inspect weekly and within 24 hours of rain event to observe location out of conveyances and waterways; inspect access locations for tracking; if tracking is occurring install rock access to staging areas. Responsible Staff: See Section 1.2 BMP Description: Storage Trailers or ‘box’ Permanent Temporary Installation Schedule: Prior to construction of lots Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 45 Maintenance and Inspection: Inspect weekly and within 24 hours of rain event to observe for proper cleanup and storage of materials and to ensure the trailer or ‘box’ is secure and dry. Responsible Staff: See Section 1.2 3.3 DESIGNATED WASHOUT AREAS All concrete mixer trucks used on-site will have self-contained washout systems. These systems will allow the drivers to wash their chutes without allowing wash water to come into contact with the ground. The wash water will be carried back to the plant with the truck for proper disposal. BMP Description: Concrete Washout System Permanent Temporary Installation Schedule: Prior to and immediately after sidewalk and/or driveway pouring. Maintenance and Inspection: Completed by independent contractor in system approved by Owner. Inspect for leaks and spills as well as general usage from the Contractor. Responsible Staff: See Section 1.2 3.4 ESTABLISH PROPER EQUIPMENT/VEHICLE FUELING AND MAINTENANCE PRACTICES All major equipment/vehicle fueling and maintenance will be performed off site. On- site fuel storage tanks other than approved portable fuel containers such as gasoline cans or 20 gallon pickup bed fuel tanks, will have a means of secondary containment and will be located, whenever possible, undercover in the combined staging area. Only minor equipment maintenance activities will occur on-site. All equipment fluids generated from maintenance activities will be disposed of into designated drums stored on spill pallets. Absorbent, spill cleanup materials and spill kits will be available at the combined staging and materials storage area. Drip pans will be placed under all parked equipment and vehicles receiving maintenance overnight. Any inadvertent spills will be cleaned up immediately upon discovery and the materials will be disposed of in accordance with local, state and federal requirements. Equipment and vehicle maintenance and fueling practices will be implemented at the beginning of on-site construction. Equipment/vehicle storage areas and fuel tanks will be inspected weekly and after storm events. Vehicles and equipment will be inspected on each day of use. Leaks will be repaired immediately, or the problem vehicles or equipment will be removed from the project site. An ample supply of spill clean-up materials will be kept on-site and used to immediately clean up spills and dispose of materials properly. Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 46 BMP Description: Secondary Containment/Drip Pan Installation Schedule: Prior to/concurrent with start of construction Maintenance and Inspection: Inspect vehicles on-site weekly and observe for presence of drips, leaks or spills. Contain material and clean up any material by use of spill kit materials Responsible Staff: See Section 1.2 3.5 CONTROL EQUIPMENT/VEHICLE WASHING Routine maintenance of vehicles and equipment shall not occur on-site. Vehicle washing should be avoided. If washing is necessary, runoff from the washing will be contained and limited to a defined area of the site. Runoff must be contained and waste properly disposed of off-site according to state and federal regulations. 3.6 SPILL PREVENTION AND CONTROL PLAN Potential pollutant sources, including construction and waste materials that are used or stored at the site are described in Section 1.10. By implementation of these BMPs, the potential pollutant sources are not reasonably expected to affect the stormwater discharges from the site. Construction materials and chemicals used or stored on-site are kept in small quantities whenever possible. When not in use, they will be stored in sealed containers and under cover to prevent direct contact with stormwater. Any inadvertent spills will be cleaned up immediately upon discovery and the materials will be disposed of in accordance with local, state and federal requirements. Spill prevention measures used to prevent the discharge of wastes and hazardous materials into navigable waters of the U.S. include identifying the types and locations of materials that will be stored on-site and knowing the drainage patterns for those areas. Containment and diversionary structures will be utilized for toxic or other hazardous materials. Visual inspections of storage and containment areas will be conducted monthly for signs of deterioration, discharges, or accumulation of oil or other hazardous wastes inside containment areas. Hazardous wastes will be secured within a covered and enclosed area with limited access. The area will be locked and signed for hazardous waste storage. Spill response procedures must be taken to control, contain, and recover discharged product. In general, the following steps are taken: • Eliminate potential spark sources; • If possible and safe to do so, identify and shut down the source of discharge to stop the flow; • Contain the discharge with sorbents, berms, trenches, sandbags, or other material using the spill kit on-site; • Contact the facility manager/emergency coordinator (see Section 1.2); Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 47 • Contact regulatory authorities and the response organization and report the release, if appropriate; and • Collect and dispose of recovered products and wastes according to federal and state regulation. See the MPCA reporting spills and leaks guidance for additional information (Appendix I). 3.7 ANY ADDITIONAL BMPS Weekly “Tool Box Talks” with the Contractor will be used to inform all site personnel on the status of the project site and discuss BMPs that are working, not working or additional BMPs that should be considered. These talks will also be used to remind site personnel of their responsibility to maintain the site per the SWPPP and report any problems they have noticed. The Contractor is responsible for phasing grading activities to minimize exposed soils. This includes but is not limited to finishing an area of grading and either temporarily stabilizing or permanently stabilizing an area before starting grading elsewhere. Wherever practical, no more than 5 acres should be under construction, unstabilized, at any time. The Contractor is responsible for monitoring the weather to ensure the site is prepared for rainfall. If the Weather Service predicts a rainfall event, the Contractor should determine the severity of the rainfall event and prepare the site accordingly. This may include but is not limited to: • Temporarily directing water to a temporary sediment pond. • Grading slopes to drain away from wetlands and sensitive areas. • Adding berms, diversions or biorolls to protect wetlands and sensitive areas. • Rolling or compacting exposed soils to minimize soil migration. • Cleaning streets and or providing catch basin inserts or protections. 3.8 ALLOWABLE NON-STORMWATER DISCHARGE MANAGEMENT All efforts will be made to eliminate non-stormwater discharges (NSDs). The construction manager (CM) and EIs will observe NSDs and activities with a potential to cause a NSD as part of their routine day-to-day activities. In the event there is the potential for a NSD: • The CM and/or Contractor will immediately cease work on the construction activity affiliated with the potential NSD; • The CM and/or Contractor will implement measures to eliminate the potential for an off-site discharge and/or implement measures to eliminate the presence of construction related pollutants; and • Eliminate, control, collect or divert the flow to prevent NSD off-site. Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 48 Sediment and erosion controls, construction delivery and storage BMPs, and waste management BMPs are to be implemented to eliminate pollutants from being introduced to potential non-stormwater flows. Construction activities with a potential to cause a NSD may include: • Discharges from fire-fighting activities • Fire hydrant flushing • Water used to wash vehicles • Water used to control dust • Potable water including uncontaminated water line flushing • Routine external building wash down • Pavement wash waters where spills or leaks of toxic or hazardous materials have not occurred (unless all spilled material has been removed • Uncontaminated air conditioning or compressor condensate • Uncontaminated ground water or spring water • Foundation or footing drains where flows are not contaminated with process materials such as solvents • Uncontaminated excavation dewatering • Basin Draining • Backwash water • Landscape irrigation Any changes in construction that will produce other allowable NSDs will be identified. The non-stormwater BMPs will be amended and the appropriate controls will be implemented. SELECTING POST-CONSTRUCTION BMPS 4.0 The post-construction BMPs at the project site were selected and designed by a registered Professional Engineer. These measures will be installed during construction process to control pollutants in stormwater after construction operations have been completed, and will be designed and installed in compliance with applicable state and local requirements for erosion and sediment control and stormwater management, as listed below: Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 49 City of Chanhassen Chapter 19 of the City of Chanhassen Ordinance outlines requirements for development projects to follow during design and construction, including the requirement for all plans to be reviewed and stamped "Approved by the City Engineer" and all applicable permits must be obtained prior to commencing construction. This stormwater management plan was developed in accordance with the City of Chanhassen Ordinance. A Drainage Report prepared for the Project provides a detailed analysis behind the proposed stormwater management plan (Appendix G). Minnesota Pollution Control Agency The MPCA regulates stormwater runoff by administering the General Permit. The General Permit is required for any projects that disturb more than one acre of land. The permanent stormwater management requirements of the General Permit are triggered if the project proposes to increase the impervious surface area by more than one acre. The overall project disturbance is over one acre; therefore, a SWPPP will need to be prepared and a General Permit obtained through the MPCA. The proposed BMPs must be capable of retaining on-site 1 inch of runoff from the new impervious surfaces created by the Project. If on-site retention is not possible based on contaminated soils, proximity to groundwater, bedrock depth or impermeable soils, the water quality volume shall be treated using other BMPs as outlined in the General Permit. The City of Chanhassen will own and be responsible for the long-term operation and maintenance of the permanent stormwater BMPs. INSPECTIONS AND MAINTENANCE PROCEDURES 5.0 5.1 INSPECTIONS 5.1.1 Inspection Personnel Inspections will be conducted by the Contractor. Copies of the inspections and corrective actions will be documented in the on-site SWPPP and available to the owner within 24 hours if requested. 5.1.2 Inspection Schedule and Procedures EIs will conduct inspections to ensure erosion and sediment control measures have been installed and are maintained properly, and to identify ineffective measures needing contractor repairs. EIs shall prepare reports documenting erosion control inspections. Inspections will be performed every 7 days and within 24 hours of a 0.5-inch or greater rainfall event. All inspections conducted during construction must be recorded in writing and these records must be retained with the on-site SWPPP in accordance with General Permit. Inspections shall include: 1. Date and time of inspections Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 50 2. Name of persons conducting inspections 3. Corrective actions taken 4. Date and amount of all rainfall events greater than 0.5-inch in 24 hours 5. Documents and changes made to the SWPPP Per the General Permit, where parts of the project site have permanent cover, but work remains on other parts of the site, inspection frequency of the areas with permanent cover may be reduced to once per month. Where construction sites have permanent cover on all exposed soil areas and no construction activity is occurring anywhere on the site, the site must be inspected during non‐frozen ground conditions at least once per month for a period of 12 months. Where work has been suspended due to frozen ground conditions, the inspections may be suspended. The required inspections and maintenance schedule must begin within 24 hours after runoff occurs at the site or 24 hours prior to resuming construction, whichever comes first. Dates and records of each inspection shall be documented and retained on-site in Appendix J of the SWPPP; these records shall include corrective actions. It will be the Contractor’s responsibility to provide adequate documentation of inspections and corrective actions in the SWPPP. 5.2 MAINTENANCE PROCEDURES The Contractor is also responsible for providing trained and knowledgeable personnel responsible for the installation, maintenance, or repair of the erosion and sediment control BMPs described in the SWPPP, project plans or project specifications. Maintenance will be performed within the timeframes of the General Permit when the following site conditions indicate: 1. All perimeter control devices (e.g., silt fence, biorolls, etc.) must be repaired or replaced when they become non-functional or the sediment reaches one‐ half of the height of the device. Repairs must be made by the end of the next business day after discovery, or as soon as site conditions allow. 2. Inlet protection devices should be repaired when they become non- functional or sediment reaches one-half the height and/or depth of the device. Repairs must be made by the end of the next business day after discovery, or as soon as site conditions allow. 3. Temporary and permanent sedimentation basins must be drained and the sediment removed when the depth of sediment collected in the basin reaches one‐half the storage volume. Drainage and removal must be completed within 72 hours of discovery, or as soon as site conditions allow. 4. Tracked sediment must be removed within 24 hours of discovery of off-site tracking onto paved surfaces. 5. Streets and other areas adjacent to the project must be inspected for evidence of off‐site accumulations of sediment. If sediment is present, it must Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 51 be removed in a manner and at a frequency sufficient to minimize off‐site impacts. It will be the Contractor’s responsibility to provide appropriate documentation in the SWPPP prior to construction. The Contractor is responsible for maintaining all BMPs until work has been completed, site has gone under final stabilization, and the NOT has been submitted to the MPCA, or the site has transferred ownership in accordance with Part II.B.5 of the General Permit. RECORDKEEPING 6.0 6.1 RECORDKEEPING The SWPPP, including all changes to it, inspection reports, and maintenance records must be kept at the site during construction. The SWPPP can be kept in either the field office or in an on-site vehicle during normal working hours. The Owner must keep the SWPPP, along with the following additional records, on file for three years after submittal of a NOT. Additional records that must be kept include: Any other permits required for the Project; records of all inspection and maintenance conducted during construction; all permanent operation and maintenance agreements that have been implemented, including all right of way, contracts, covenants, and other binding requirements regarding perpetual maintenance; and all required calculations for design of the temporary and permanent stormwater management systems. 6.2 AMENDMENT LOG OF CHANGES TO THE SWPPP The project site and activities are dynamic and continually undergoing change. The very nature of construction is to transform one set of conditions into another and does this through on-going changes. As such, the SWPPP must be flexible and evolve with the Project. As conditions change and necessitate the need for SWPPP revisions the SWPPP will be updated and amended by the Contractor to address these changes. The SWPPP must be modified when the following occurs: • A change in design, construction, operation, or maintenance that has a significant effect on the discharge of pollutants and that has not be previously addressed in the SWPPP; • Changing site conditions based on updated plans and specifications, new operators, new areas of responsibility, and changes in BMPs; or • Result of inspections or investigations by site operators, operators of MS4 receiving the discharge, and federal, state or local agency approving sediment and erosion plans indicate the SWPPP is proving ineffective in eliminating or significantly minimizing pollutants in discharges authorized under the General Permit. Amendments to the SWPPP will be prepared and documented on the amendment log both contained in Appendix J. The forms must be filled out completely; documenting the reason for the amendment and how it modifies current conditions. Cross out the old Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 52 information in the SWPPP that is being amended and note the amendment number that replaces the information next to the item. FINAL STABILIZATION 7.0 Prior to submission of the NOT, all temporary synthetic and structural erosion prevention and sediment control BMPs (such as silt fence) must be removed on the portions of the site for which the Owner/Contractor are responsible. BMPs designed to decompose on- site (such as some compost logs) may be left in place. The Permittee(s) may terminate permit coverage prior to completion of all construction activity if all of the following conditions are met in addition to General Permit Part IV.G.2 through Part IV.G.3 and where applicable, Part IV.G.4 or Part IV.G.5. 1. Construction activity has ceased for at least 90 days. 2. At least 90% (by area) of all originally proposed construction activity (including residential development proposed by the Common Plan of Development) has been completed and permanent cover established on those areas. 3. On areas where construction activity is not complete, but permanent cover has been established. Final stabilization requires that all soil disturbing activities at the site have been completed and all soils must be stabilized by a uniform perennial vegetative cover with a density of 70% over the entire pervious surface area, or other equivalent means necessary to prevent soil failure under erosive conditions. A final clean out of temporary or permanent sedimentation basins that are to be used as permanent water quality management basins and final construction or maintenance of infiltration basins. All sediment must be removed from conveyance systems and ditches must be stabilized with permanent cover. NOT submittal shall be completed within 30 days of final stabilization or upon meeting the above requirements. A blank NOT form is provided in Appendix K. Lake Lucy Road Development SWPPP – Yosemite Holdings LLC July 11, 2016 53 CERTIFICATION STATEMENT 8.0 In accordance with the General Permit, all owners, contractors and subcontractors identified in this SWPPP shall sign a copy of the following certification statement before conducting any professional service at the project site: I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. I also certify under penalty of law that I have read, understood, and accepted all terms and conditions of the NPDES/SDS General Stormwater Permit Construction Activity (MNR100001) that authorizes stormwater discharges associated with the construction site identified in this SWPPP. The Certification Statement must be signed by: • Corporation: a principal executive officer of at least the level of vice-president or the duly authorized representative or agent of the executive officer if the representative or agent is responsible for the overall operation of the facility that is the subject of the General Permit application and SWPPP. • Partnership or Sole Proprietorship: a general partner or proprietor. Owner/Permittee Business or Firm Name: Yosemite Holdings, LLC Name: ________________________________ Title: ________ Signature: _____________________________ Date: ________ Contractor/Co-Permittee Business or Firm Name: Terry Brothers Inc. Name: ________________________________ Title: ________ Signature: _____________________________ Date: ________ APPENDIX A NPDES/SDS Construction Stormwater General Permit MNR100001 GENERAL PERMIT AUTHORIZATION TO DISCHARGE Page 1 of35 Permit No: MN RlOOOOl STORMWATER ASSOCIATED WITH CONSTRUCTION ACTIVITY UNDER THE NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM/ STATE DISPOSAL SYSTEM PROGRAM ISSUANCE DATE: August 1, 2013 EXPIRATION DATE: August 1, 2018 This permit is issued in compliance with the provisions of the Clean Water Act, as amended, {33 U.S.C. 1251 et seq.), 40 Code of Federal Regulations (CFR) 122, 123, 124,and 450 as amended; Minnesota Statute chapters 115 and 116, as amended, and Minn. R. chs . 7001, 7050, 7060 and 7090. This permit regulates discharges associated with stormwater affected by construction activity to waters of the state of Minnesota . This permit covers the stormwater discharges identified in Part I.A . of this permit. The limitations on permit coverage are identified in Part I. B. of this permit. Minn. R. 7090.2040 requires owner(s) of a construction activity to complete a Stormwater Pollution Prevention Plan (SWPPP) prior to submitting an application for this permit and prior to conducting any construction activity. No person shall commence construction activity covered by Part I.A. until permit coverage under this permit is effective or, if applicable, until the Minnesota Pollution Control Agency (MPCA) has issued an individual National Pollutant Discharge Elimination System (NPDES)/State Disposal System (SDS) Construction Stormwater (CSW) Permit for the project. Unless notified by the MPCA to the contrary, applicants who submit a complete and accurate application (including permit fee) in accordance with the requirements of this permit are authorized to discharge stormwater associated with construction activity under the terms and conditions of this permit as described in Part II.B. Signature: ~~ J7<-.· Jo line Stine Commissioner If you have questions on this permit, including the specific permit requirements, perm it reporting or permit compliance status, please contact the appropriate MPCA offices. Note that bolded words throughout the permit are defined in Appendix B. wq-strm2-68a Minnesota Pollution Control Agency Municipal Division Construction Stormwater Program 520 Lafayette Road North St. Paul, MN 55155-4194 Telephone: 651-296-6300 Toll free in MN: 800-657-3864 TDD (fo r hearin g and speech impa ired only): (651 )282-53 32 Page 2 of 34 Permit No: MN R100001 wq-strm2-68a TABLE OF CONTENTS Page I. PERMIT COVERAGE AND LIMITATIONS ............................................................................ 3 A. Permit Coverage ........................................................................................................... 3 B. Limitations of Coverage ................................................................................................ 3 II. SUBMITTING THE APPLICATION ...................................................................................... 4 A. Prerequisite for Submitting a Permit Application ........................................................ 4 B. Application and Duration of Coverage ......................................................................... 5 C. Termination of Coverage .............................................................................................. 6 III. STORMWATER DISCHARGE DESIGN REQUIREMENTS ....................................................... 7 A. Stormwater Pollution Prevention Plan Content ........................................................... 7 B. SWPPP Amendments .................................................................................................. 10 C. Temporary Sediment Basins ....................................................................................... 11 D. Permanent Stormwater Management System........................................................... 12 E. Record Retention ........................................................................................................ 15 F. Training Requirements ............................................................................................... 16 IV. CONSTRUCTION ACTIVITY REQUIREMENTS ................................................................... 16 A. Stormwater Pollution Prevention Plan ....................................................................... 16 B. Erosion Prevention Practices ...................................................................................... 17 C. Sediment Control Practices ........................................................................................ 18 D. Dewatering and Basin Draining .................................................................................. 20 E. Inspections and Maintenance .................................................................................... 20 F. Pollution Prevention Management Measures ........................................................... 22 G. Final Stabilization........................................................................................................ 24 V. GENERAL PROVISIONS .................................................................................................. 24 A. Applicability Criteria ................................................................................................... 24 B. Record Availability ...................................................................................................... 25 C. Prohibitions ................................................................................................................ 25 D. Transfer of Ownership or Control .............................................................................. 25 E. Civil and Criminal Liability ........................................................................................... 25 F. Severability ................................................................................................................. 25 G. NPDES/SDS Rule Standard General ‐Conditions ......................................................... 26 H. Inspection and Entry ................................................................................................... 26 APPENDIX A ........................................................................................................................... 26 APPENDIX B ‐ DEFINITIONS .................................................................................................... 31 Page 3 of 34 Permit No: MN R100001 wq-strm2-68a PART I. PERMIT COVERAGE AND LIMITATIONS I.A. PERMIT COVERAGE 1. This permit is required for construction activity that results in land disturbance of equal to or greater than one acre or a common plan of development or sale that disturbs greater than one acre, and authorizes, subject to the terms and conditions of this permit, the discharge of stormwater associated with construction activity. Construction activity does not include a disturbance to the land of less than five (5) acres for the purpose of routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of the facility. Pavement rehabilitation that does not disturb the underlying soils (e.g., mill and overlay projects) is not considered construction activity. 2. This permit covers all areas of the State of Minnesota. 3. Coverage under this permit is not required when all stormwater from construction activity is routed directly to and treated by a “treatment works”, as defined in Minn. Stat. § 115.01, subd. 21, that is operated under an individual NPDES/SDS permit with a Total Suspended Solids effluent limit for all treated runoff. 4. Previously Permitted Ongoing Projects: Permittee(s) of ongoing projects covered initially under the previous MPCA‐issued NPDES/SDS Construction Stormwater General Permit (issuance date August 1, 2008) are granted coverage under this reissued permit. a. The Permittee(s) of those ongoing projects shall amend the SWPPP for the project to meet the requirements of this reissued permit no later than 18 months after the issuance date of this reissued permit if the termination‐of‐coverage requirements in Part II.C. will not be met within 18 months of the issuance date of this reissued permit and shall thereafter comply with this permit. However, additional permanent treatment required in this reissued permit is not required for previously permitted projects. b. If the previously permitted ongoing project will meet the termination‐of‐coverage requirements in Part II.C. within 18 months of the issuance date of this reissued permit, the Permittee(s) shall comply with the 2008 construction general permit until the project is complete and a Notice of Termination (NOT) consistent with Part II.C. of this reissued permit is submitted. c. If a previously permitted ongoing project will not be able to meet the terms and conditions of this reissued permit (other than the additional permanent treatment requirement) and will continue longer than 18 months after the issuance date of this permit, the Permittee(s) shall apply for an individual permit in accordance with Minn. R. ch. 7001. I.B. LIMITATIONS OF COVERAGE This permit does not authorize discharges related to the following activities: 1. Discharges or releases that are not stormwater (except those non‐stormwater discharges Page 4 of 34 Permit No: MN R100001 wq-strm2-68a authorized under Part IV.D.). 2. The placement of fill into waters of the state requiring local, state or federal authorizations (such as U.S. Army Corps of Engineers Section 404 permits, Minnesota Department of Natural Resources Public Waters Work Permits or Local Governmental Unit Wetland Conservation Act replacement plans or determinations). 3. Discharges associated with industrial activity except for construction activity. Discharges associated with industrial activity may need to obtain coverage under a separate NPDES/SDS permit once day‐to‐day operational activities commence even if construction is ongoing. 4. Discharges from non‐point source agricultural and silvicultural activities excluded from NPDES permit requirements under 40 CFR pt. 122.3(e). 5. Discharges to the waters identified below unless the requirements of Appendix A are complied with: a. Discharges into outstanding resource value waters as listed in Minn. R. 7050.0180, subp. 3, 4, 5, 6, 6a and 6b. b. Discharges into trout waters as listed in Minn. R. 6264.0050, subp. 2 and 4. c. Discharges into wetlands as defined in Minn. R. 7050.0186 subd.1a.B. d. Discharges from projects that have not completed applicable Environmental Review requirements under state or federal laws. e. Discharges that adversely impact or contribute to adverse impacts on a state or federally listed endangered or threatened species or adversely modify a designated critical habitat. f. Discharges that adversely affect properties listed or eligible for listing in the National Register of Historic Places or affecting known or discovered archeological sites. 6. Discharges to waters identified as impaired pursuant to section 303(d) of the federal Clean Water Act (33 U.S.C. § 303(d)) where the identified pollutant(s) or stressor(s) are phosphorus (nutrient eutrophication biological indicators), turbidity, dissolved oxygen, or biotic impairment (fish bioassessment, aquatic plant bioassessment and aquatic macroinvertebrate bioassessment), and with or without a U.S. Environmental Protection Agency (USEPA) approved Total Maximum Daily Load (TMDL) for any of these identified pollutant(s) or stressor(s), unless the applicable requirements of Part III.A.8. are met. PART II. SUBMITTING THE APPLICATION II.A. PREREQUISITE FOR SUBMITTING A PERMIT APPLICATION The owner must develop an accurate and complete SWPPP in accordance with Part III. (Stormwater Discharge Design Requirements) of this permit prior to submitting the application for coverage. The SWPPP is not required to be submitted to the MPCA (unless the project size is 50 acres or more and will discharge to certain waters as described in Part II.B.1.b.) but is to be retained by the owner in Page 5 of 34 Permit No: MN R100001 wq-strm2-68a accordance with Part III.E. (Record Retention). The owner’s failure to prepare an accurate and complete SWPPP prior to submitting the application is grounds for MPCA to revoke the permit. II.B. APPLICATION AND DURATION OF COVERAGE 1. Application Required. a. The owner and operator shall submit a complete and accurate on‐line application form with the appropriate fee to the MPCA for each project that disturbs one (1) or more acres of land or for a common plan of development or sale that will ultimately disturb one (1) or more acres. If the applicant is not able to apply on‐line, contact the MPCA for technical assistance or a waiver. b. For certain projects or common plans of development or sale disturbing 50 acres or more, the application must be submitted at least 30 days before the start of construction activity. This requirement pertains to projects that have a discharge point on the project that is within one mile (aerial radius measurement) of, and flows to, a special water listed in Appendix A, Part B. or waters listed as impaired under section 303(d) of the federal Clean Water Act (see the MPCA’s website) where the identified pollutant(s) or stressor(s) are phosphorus (nutrient eutrophication biological indicators), turbidity, dissolved oxygen, or biotic impairment (fish bioassessment, aquatic plant bioassessment and aquatic macroinvertebrate bioassessment). Applicants of projects listed in this part must submit a complete and accurate application form and SWPPP including all calculations for the Permanent Stormwater Management System (see Parts III.A.‐D.). 2. All persons meeting the definition of owner and operator are Permittees and must be listed on the application. The owner is responsible for compliance with all terms and conditions of this permit. The operator is responsible for compliance with Parts II.B, II.C, III.B‐F, IV, V, and applicable construction activity requirements found in Appendix A, Part C. of this permit and is jointly responsible with the owner for compliance with those portions of the permit. 3. Permit Coverage Effective Date: The commencement of any construction activity (e.g., land disturbing activities) covered under Part I.A. of this permit is prohibited until permit coverage under this permit is effective. a. For projects listed in Part II.B.1.a. permit coverage will become effective seven (7) calendar days after the electronic submittal date or the postmarked date of a complete application form. b. For projects listed in Part II.B.1.b. permit coverage will become effective 30 calendar days after the electronic submittal date, the postmarked date or MPCA date stamp (whichever is first) of the complete application. For incomplete applications (e.g., lack of fees or signature) or incomplete SWPPPs (e.g., missing calculations, Best Management Practice (BMP) specifications, estimated quantities of the BMPs, or timing of BMP installation narrative), the permit becomes effective 30 calendar days after all required information is submitted. 4. Coverage Notification: Permittee(s) will be notified of coverage in a manner as determined by the Commissioner (e.g., e‐mail, online notification or letter). Page 6 of 34 Permit No: MN R100001 wq-strm2-68a 5. Change of Coverage: For construction projects where the owner or operator changes, (e.g., an original developer sells portions of the property to various homebuilders or sells the entire site to a new owner) the current owner and the new owner or operator shall submit a complete permit modification on a form provided by the Commissioner. The form must be submitted prior to the new owner or operator commencing construction activity on site or in no case later than 30 days after taking ownership of the property. The owner shall provide a SWPPP to the new owner and operator that specifically addresses the remaining construction activity. II.C. TERMINATION OF COVERAGE 1. Termination of coverage when construction is complete: All Permittee(s) must submit a Notice of Termination (NOT) to the MPCA on a form provided by the Commissioner within 30 days after all activities required for Final Stabilization (see Part IV.G.) are complete. The Permittee(s)’ coverage under this permit terminates at midnight on the submission date of the NOT. 2. Termination of coverage when transfer of ownership occurs: All Permittee(s) must submit a NOT on a form provided by the Commissioner within 30 days after selling or otherwise legally transferring the entire site, including permit responsibility for roads (e.g., street sweeping) and stormwater infrastructure final clean out, or transferring portions of a site to another party. The Permittee(s)’ coverage under this permit terminates at midnight on the submission date of the NOT. 3. Permittee(s) may terminate permit coverage prior to completion of all construction activity if all of the following conditions are met. After the permit is terminated under this Part, if there is any subsequent development on the remaining portions of the site where construction activity was not complete, new permit coverage must be obtained if the subsequent development itself or as part of the remaining common plan of development or sale will result in land disturbing activities of one (1) or more acres in size. a. Construction activity has ceased for at least 90 days. b. At least 90 percent (by area) of all originally proposed construction activity has been completed and permanent cover established on those areas. c. On areas where construction activity is not complete, permanent cover has been established. d. The site is in compliance with Part IV.G.2. and Part IV.G.3. and where applicable, Part IV.G.4. or Part IV.G.5. 4. Permittee(s) may terminate coverage upon approval by the MPCA if information is submitted to the MPCA documenting that termination is appropriate because the project is cancelled. PART III. STORMWATER DISCHARGE DESIGN REQUIREMENTS III.A. STORMWATER POLLUTION PREVENTION PLAN CONTENT The owner must develop a Stormwater Pollution Prevention Plan (SWPPP). The SWPPP shall be Page 7 of 34 Permit No: MN R100001 wq-strm2-68a completed prior to submitting any permit application and prior to conducting any construction activity by any required Permittee(s). For stormwater discharges from construction activity where the owner or operator changes, the new owner or operator can implement the original SWPPP created for the project, modify the original SWPPP, or develop and implement their own SWPPP. Permittee(s) shall ensure either directly or through coordination with other Permittee(s) that their SWPPP meets all terms and conditions of this permit and that their activities do not render another party’s erosion prevention and sediment control BMPs ineffective. The SWPPP must include the following: 1. A description of the construction activity: The description must be a combination of narrative, plan sheets, and (if appropriate) standard detail sheets that address the foreseeable conditions, at any stage in the construction or post construction activities. The SWPPP must identify the potential for discharge of sediment and/or other potential pollutants from the site. The SWPPP must propose erosion prevention and sediment control BMPs to control the discharge of sediment and/or other potential pollutants from the site. 2. Knowledgeable person/chain of responsibility: As part of the SWPPP, the owner must identify a person knowledgeable and experienced in the application of erosion prevention and sediment control BMPs who will oversee the implementation of the SWPPP, and the installation, inspection and maintenance of the erosion prevention and sediment control BMPs (see Part III.F.1.) before and during construction. The owner must identify in the SWPPP who will have the responsibility for long‐term operation and maintenance of the Permanent Stormwater Management System (see Part III.D.). The owner shall include in the SWPPP a chain of responsibility with all operators on the site, or if not known, the title or position of the responsible party, to ensure that the SWPPP will be implemented and stay in effect until the construction project is complete, the entire site has undergone Final Stabilization, and an NOT has been submitted to the MPCA. Once the identity of the responsible party is known, the SWPPP must be amended to include this information. 3. Training documentation: The Permittee(s) shall ensure the individuals identified in Part III.F. have been trained in accordance with this Permit’s training requirements. The Permittee(s) shall ensure the training is recorded in or with the SWPPP before the start of construction or as soon as the personnel for the project have been determined. Documentation shall include: a. Names of the personnel associated with this project that are required to be trained per Part III.F.1. of this permit. b. Dates of training and name of instructor(s) and entity providing training. c. Content of training course or workshop including the number of hours of training. 4. Designs, calculations, and narrative: The SWPPP must incorporate the requirements of Part III (Stormwater Discharge Design Requirements) including calculations, Part IV (Construction Activity Requirements) and Appendix A for the project. A narrative describing the timing for installation of all erosion prevention and sediment control BMPs and permanent stormwater management systems required in Part III, Part IV and Appendix A must also be included in the SWPPP. 5. SWPPP components: The SWPPP requirements must be incorporated into the project's final Page 8 of 34 Permit No: MN R100001 wq-strm2-68a plans and specifications and/or project documentation, as appropriate, and must include: a. Location and type of all temporary and permanent erosion prevention and sediment control BMPs along with procedures to be used to establish additional temporary BMPs as necessary for the site conditions during construction. Standard details and/or specifications for the BMPs used on the project must be included in the final plans and specifications for the project. b. Quantities: Estimated preliminary quantities tabulation anticipated at the start of the project for the life of the project must be included for all erosion prevention and sediment control BMPs in the SWPPP (e.g., linear feet of silt fence or ft2 of erosion control blanket). c. Impervious surface: The number of acres of impervious surface for both pre‐ and post‐ construction must be specified. d. Site map: A site map with existing and final grades, including dividing lines and direction of flow for all pre‐and post‐construction stormwater runoff drainage areas located within the project limits must be included. The site map must indicate the areas of steep slopes. The site map must also include impervious surfaces, soil types and locations of potential pollutant‐ generating activities as identified in Part IV.F. e. Locations of areas not to be disturbed: Buffer zones, as required for temporary BMPs during construction in Part IV.C.9., or if required as permanent BMPs in Appendix A, Part C.3., must be described and identified on plan sheets or project maps in the SWPPP. f. Construction phasing: Location of areas where construction will be phased to minimize duration of exposed soil areas must be described. g. Maps of surface waters and wetlands: The SWPPP must include a map of all surface waters, existing wetlands, and stormwater ponds or basins which can be identified on maps such as United States Geological Survey 7.5 minute quadrangle maps, the National Wetland Inventory map or equivalent maps within one mile (aerial radius measurement) from the project boundaries that will receive stormwater from the construction site, during or after construction. Where surface waters receiving stormwater associated with construction activity will not fit on the plan sheet, they must be identified with an arrow, indicating both direction and distance to the surface water. The SWPPP must identify if the surface water is a special or impaired water. The site map must also show construction activity areas that are adjacent to and drain to Public Waters for which the Department of Natural Resources has promulgated “work in water restrictions” during specified fish spawning time frames. h. Final stabilization: Methods to be used for Final Stabilization of all exposed soil areas must be described. i. BMP design factors: The SWPPP must account for the following factors in designing the temporary erosion prevention and sediment control BMPs: i. The expected amount, frequency, intensity, and duration of precipitation. ii. The nature of stormwater runoff and run‐on at the site, including factors such as Page 9 of 34 Permit No: MN R100001 wq-strm2-68a expected flow from impervious surfaces, slopes, and site drainage features. iii. If any stormwater flow will be channelized at the site, the Permitte(s) must design BMPs to control both peak flowrates and total stormwater volume to minimize erosion at outlets and to minimize downstream channel and streambank erosion. iv. The range of soil particle sizes expected to be present on the site. j. Soil Management: Methods used to minimize soil compaction and preserve topsoil must be described. Minimizing soil compaction is not required where the function of a specific area of the site dictates that it be compacted. k. Maintenance plan: For projects that include permanent stormwater treatment systems, the SWPPP must include a maintenance plan identifying who will be performing future maintenance of the system. l. Chemical treatments: Any specific chemicals and the chemical treatment systems that may be used for enhancing the sedimentation process on the site, and how compliance will be achieved with the requirements in Part IV.C.10., must be described. m. Documentation of infeasibility: If the Permittee(s) determine(s) that compliance with the requirement for temporary sediment basins (Part III.C.) is infeasible on the project site; the Permittee(s) must document that determination and the substitute BMPs in the SWPPP. If Permittee(s) cannot obtain right‐of‐way for the permanent stormwater management system; the Permittee(s) must document the infeasibility of obtaining right‐of‐way (Part III.D.) 6. Stormwater pollution mitigation measures identified in environmental review or other required review: The SWPPP must include any stormwater mitigation measures approved as part of a final environmental review document, endangered species review, archeological or other required local, state or federal review conducted for the project. For the purposes of this permit provision, mitigation measures means actions necessary to avoid, minimize, or rectify (e.g., repairing, rehabilitating, restoring), reducing, eliminating or compensating for impacts related to: (1) stormwater discharges associated with the project’s construction activity; and (2) erosion prevention, sediment control and the Permanent Stormwater Management System for the project. 7. Karst areas: The SWPPP must identify additional or different measures necessary (e.g. impervious liner in pond bottom) to assure compliance with surface and groundwater standards in Minn. R. chs. 7050 and 7060 in karst areas and to ensure protection of drinking water supply management areas (see Minn. R. 4720.5100, subp. 13). 8. Impaired Waters and Total Maximum Daily Loads (TMDLs): The SWPPP must address the following: a. For projects that have a discharge point on the project that is within one mile (aerial radius measurement) of and which flows to an impaired water, the Permittee(s) must identify the impaired water(s) in the SWPPP, and whether or not there is a USEPA‐approved TMDL for the pollutant(s) or stressor(s) identified in Appendix A, Part B.10. Unless otherwise notified by the MPCA in writing, the Permittee(s)’ identification of impaired waters must be based Page 10 of 34 Permit No: MN R100001 wq-strm2-68a on the most recent USEPA approved section 303(d) Clean Water Act list of impaired waters and USEPA approved TMDLs at the time a complete permit application is submitted. The Permittee(s)’ identification must include those TMDLs, applicable to the project’s stormwater discharge, that were approved at any time prior to permit application submittal and are still in effect. b. If the TMDL identifies specific implementation activities regarding construction stormwater that would apply to the site discharges, the Permittee(s) must include the BMPs identified in the TMDL and any other specific construction stormwater related implementation activities identified in the TMDL. III.B. SWPPP AMENDMENTS The Permittee(s) must amend the SWPPP as necessary to include additional requirements, such as additional or modified BMPs that are designed to correct problems identified or address situations whenever: 1. There is a change in design, construction, operation, maintenance, weather or seasonal conditions that has a significant effect on the discharge of pollutants to surface waters or underground waters. 2. Inspections or investigations by site owner or operators, USEPA or MPCA officials indicate the SWPPP is not effective in eliminating or significantly minimizing the discharge of pollutants to surface waters or underground waters or that the discharges are causing water quality standard exceedances (e.g., nuisance conditions as defined in Minn. R. 7050.0210, subp. 2). 3. The SWPPP is not achieving the general objectives of minimizing pollutants in stormwater discharges associated with construction activity, or the SWPPP is not consistent with the terms and conditions of this permit. 4. At any time after permit coverage is effective, the MPCA may determine that the project’s stormwater discharges may cause, have reasonable potential to cause, or contribute to non‐attainment of any applicable water quality standard, or that the SWPPP does not incorporate the applicable requirements in Part III.A.8., (Impaired Waters and TMDLs). If a water quality standard changes during the term of this permit, the MPCA will make a determination as to whether a modification of the SWPPP is necessary to address the new standard. If the MPCA makes such determination(s) or any of the determinations in Parts III.B.1.‐3., the MPCA will notify the Permittee(s) in writing. In response, the Permittee(s) must amend the SWPPP to address the identified concerns and submit information requested by the MPCA, which may include an individual permit application. If the MPCA’s written notification requires a response, failure to respond within the specified timeframe constitutes a permit violation. III.C. TEMPORARY SEDIMENT BASINS Where ten (10) or more acres of disturbed soil drain to a common location, the Permittee(s) must provide a temporary sediment basin to provide treatment to the runoff before it leaves the construction site or enters surface waters. A temporary sediment basin may be converted to a permanent basin after construction is complete. The temporary basin is no longer required when Page 11 of 34 Permit No: MN R100001 wq-strm2-68a permanent cover has reduced the acreage of disturbed soil to less than ten (10) acres draining to a common location. The Permittee(s) is/are encouraged, but not required, to install temporary sediment basins where appropriate in areas with steep slopes or highly erodible soils even if less than ten (10) acres drains to one area. The basins must be designed and constructed according to the following requirements: 1. The basins must provide live storage for a calculated volume of runoff from a two (2)‐year, 24‐ hour storm from each acre drained to the basin, except that in no case shall the basin provide less than 1,800 cubic feet of live storage from each acre drained to the basin. 2. Where the calculation in Part III.C.1. has not been performed, a temporary sediment basin providing 3,600 cubic feet of live storage per acre drained to the basin shall be provided for the entire drainage area of the temporary basin. 3. Temporary basin outlets must be designed to prevent short‐circuiting and the discharge of floating debris. The basin must be designed with the ability to allow complete basin drawdown for maintenance activities, and must include a stabilized emergency overflow to prevent failure of pond integrity. The outlet structure must be designed to withdraw water from the surface in order to minimize the discharge of pollutants, except that the use of a surface withdrawal mechanism for discharge of the basin may be temporarily suspended during frozen conditions. Energy dissipation must be provided for the basin outlet (see Part IV.B.5.). 4. Sediment Basins must be situated outside of surface waters and any buffer zone required under Appendix A.C.3, and must be designed to avoid draining water from wetlands unless the impact to the wetland is in compliance with the requirements of Appendix A, Part D. 5. The temporary basins must be constructed and made operational prior to 10 or more acres of disturbed soil draining to a common location. 6. Where a temporary sediment basin meeting the requirements of this part is infeasible, equivalent sediment controls such as smaller sediment basins, and/or sediment traps, silt fences, vegetative buffer strips, or any appropriate combination of measures are required for all down‐slope boundaries of the construction area and for side‐slope boundaries as dictated by individual site conditions. In determining whether installing a sediment basin is infeasible, the Permittee(s) must consider public safety and may consider factors such as site soils, slope, and available area on site. This determination of infeasibility must be documented in the SWPPP per Part III.A.5.m. III.D. PERMANENT STORMWATER MANAGEMENT SYSTEM The Permittee(s) shall design the project so that all stormwater discharged from the project during and after construction activities does not cause a violation of state water quality standards, including nuisance conditions, erosion in receiving channels or on downslope properties, or a significant adverse impact to wetlands caused by inundation or decrease of flow. The Permittee(s) shall construct a permanent stormwater management system meeting the requirements of this Part, or if the project is located in a jurisdiction subject to a NPDES/SDS Municipal Separate Storm Sewer System (MS4) permit and that permit has established permanent treatment requirements that include volume reduction, the Permittee(s) can comply with the Page 12 of 34 Permit No: MN R100001 wq-strm2-68a permanent treatment requirements established under the MS4 permit in lieu of the permanent treatment requirements of this permit. Where a project’s ultimate development replaces vegetation and/or other pervious surfaces with one (1) or more acres of cumulative impervious surface, the Permittee(s) must design the project so that the water quality volume of one (1) inch of runoff from the new impervious surfaces created by the project is retained on site (i.e. infiltration or other volume reduction practices) and not discharged to a surface water. For purposes of this part, surface waters does not include man‐made drainage systems that convey stormwater to a compliant permanent stormwater management system. For those projects where infiltration is prohibited (see Part III.D.1.j.), the Permittee(s) shall consider other methods of volume reduction and the water quality volume (or remainder of the water quality volume if some volume reduction is achieved) must be treated by a wet sedimentation basin, filtration system, regional ponding or equivalent methods prior to the discharge of stormwater to surface waters. Where the proximity to bedrock precludes the installation of any of the permanent stormwater management practices outlined in Part III.D., other treatment, such as grassed swales, filtration systems, smaller ponds, or grit chambers, is required prior to the discharge of stormwater to surface waters. For work on linear projects with lack of right‐of‐way where the Permittee(s) cannot obtain an easement or other permission for property needed to install treatment systems capable of treating the entire water quality volume on site, the Permittee(s) must maximize the water quality volume that can be treated prior to discharge to surface waters. Treatment can be provided through other methods or combination of methods such as grassed swales, filtration systems, smaller ponds, or grit chambers, prior to discharge to surface waters. A reasonable attempt must be made to obtain right‐of‐way during the project planning process. Documentation of these attempts must be in the SWPPP per Part III.A.5.m. in the section addressing infeasibility. When constructing any of the permanent stormwater management systems in this part, the Permittee(s) must incorporate the following design parameters: 1. Infiltration/Filtration a. Infiltration/Filtration options include but are not limited to: infiltration basins, infiltration trenches, rainwater gardens, sand filters, organic filters, bioretention areas, natural or enhanced swales, dry storage ponds with underdrain discharge, off‐line retention areas, and natural depressions. Infiltration must be used only as appropriate to the site and land uses. The method selected by the Permittee(s) must remove settleable solids, floating materials, and oils and grease from the runoff to the maximum extent practicable before runoff enters the infiltration/filtration system. Filtration systems must be designed to remove at least 80 percent of total suspended solids. When designing the system the Permittee(s) must evaluate the impact of constructing an infiltration practice on existing hydrologic features (e.g., existing wetlands) and the system must be designed to maintain pre‐existing conditions (e.g., do not breach a perched water table that is supporting a wetland). For a discussion of potential stormwater hotspots, groundwater warnings, design measures, maintenance considerations or other retention, detention, and treatment devices, see the Page 13 of 34 Permit No: MN R100001 wq-strm2-68a Minnesota Stormwater Manual found on the MPCA’s website. b. Infiltration systems must not be excavated to final grade until the contributing drainage area has been constructed and fully stabilized unless rigorous erosion prevention and sediment controls are provided (Part III.D.1.c.). c. When an infiltration system is excavated to final grade (or within three (3) feet of final grade), the Permittee(s) must employ rigorous erosion prevention and sediment controls (e.g., diversion berms) to keep sediment and runoff completely away from the infiltration area. The area must be staked off and marked so that heavy construction vehicles or equipment will not compact the soil in the proposed infiltration area. d. To prevent clogging of the infiltration or filtration system, the Permittee(s) must use a pretreatment device such as a vegetated filter strip, small sedimentation basin, or water quality inlet (e.g., grit chamber) to settle particulates before the stormwater discharges into the infiltration or filtration system. e. The Permittee(s) must design infiltration or filtration systems that provide a water quality volume (calculated as an instantaneous volume) of one (1) inch of runoff (or one (1) inch minus the volume of stormwater treated by another system on the site) from the new impervious surfaces created by the project. f. The Permittee(s) must design the infiltration/filtration system to discharge the water quality volume routed to the system through the soil surface or filter media within 48 hours or less. Additional flows that cannot be infiltrated or filtered within 48 hours must be routed to bypass the system through a stabilized discharge point. The Permittee(s) must design the infiltration system to provide a means to visually verify that the system is discharging through the soil surface or filter media within 48 hours or less. g. The Permittee(s) shall employ appropriate on‐site testing consistent with the recommendations found in the Minnesota Stormwater Manual to verify soil type and to ensure a minimum of three (3) feet of separation from the seasonally saturated soils (or from bedrock) and the bottom of the proposed infiltration/filtration system. h. The Permittee(s) must ensure filtration systems with less than three (3) feet of separation from seasonally saturated soils or from bedrock are constructed with an impermeable liner. i. The Permittee(s) must design adequate maintenance access (typically eight (8) feet wide). j. Infiltration is prohibited when the infiltration system will be constructed in: i. Areas that receive discharges from vehicle fueling and maintenance. ii. Areas with less than three (3) feet of separation distance from the bottom of the infiltration system to the elevation of the seasonally saturated soils or the top of bedrock. Page 14 of 34 Permit No: MN R100001 wq-strm2-68a iii. Areas that receive discharges from industrial facilities which are not authorized to infiltrate industrial stormwater under an NPDES/SDS Industrial Stormwater Permit issued by the MPCA. iv. Areas where high levels of contaminants in soil or groundwater will be mobilized by the infiltrating stormwater. v. Areas of predominately Hydrologic Soil Group D (clay) soils unless allowed by a local unit of government with a current MS4 permit. vi. Areas within 1,000 feet up‐gradient, or 100 feet down‐gradient of active karst features unless allowed by a local unit of government with a current MS4 permit. vii. Areas within a Drinking Water Supply Management Area (DWSMA) as defined in Minn. R. 4720.5100, subp. 13., unless allowed by a local unit of government with a current MS4 permit. viii. Areas where soil infiltration rates are more than 8.3 inches per hour unless soils are amended to slow the infiltration rate below 8.3 inches per hour or as allowed by a local unit of government with a current MS4 permit. 2. Wet Sedimentation Basin a. The Permitte(s) must design the basin to have a permanent volume of 1,800 cubic feet of storage below the outlet pipe for each acre that drains to the basin. The basin’s permanent volume must reach a minimum depth of at least three (3) feet and must have no depth greater than 10 feet. The basin must be configured such that scour or resuspension of solids is minimized. b. The Permittee(s) must design basins to provide live storage for a water quality volume (calculated as an instantaneous volume) of one (1) inch of runoff (or one (1) inch minus the volume of stormwater treated by another system on the site) from the new impervious surfaces created by the project. c. The Permittee(s) must design basin outlets such that the water quality volume is discharged at no more than 5.66 cubic feet per second (cfs) per acre of surface area of the pond. d. The Permittee(s) must design basin outlets to prevent short‐circuiting and the discharge of floating debris. Basin outlets must have energy dissipation. e. The Permittee(s) must design the basin to include a stabilized emergency overflow to accommodate storm events in excess of the basin’s hydraulic design. f. The Permittee(s) must design adequate maintenance access (typically eight (8) feet wide). g. The Permittee(s) must design sediment Basins to be situated outside of surface waters and any buffer zone required under Appendix A, Part C.3. and they must be designed to avoid draining water from wetlands unless the impact to the wetland is in compliance with the requirements of Appendix A, Part D. Page 15 of 34 Permit No: MN R100001 wq-strm2-68a 3. Regional Ponds When the entire water quality volume cannot be retained onsite, the Permittee(s) can use or create regional ponds provided that they are constructed ponds, not a natural wetland or water body, (wetlands used as regional ponds must be mitigated for, see Appendix A, Part D) and designed in accordance with this permit’s design requirements (Part III.D.2.) for all water from impervious surfaces that reach the pond. Permittee(s) shall not construct regional ponds in wetlands, regardless of their condition, quality or designation by local plans, unless the mitigative sequence in Appendix A, Part D. of this permit has been completed. There must be no significant degradation of the waterways between the project and the regional pond. The owner must obtain written authorization from the applicable local governmental unit (LGU) or private entity that owns and maintains the regional pond. The LGU’s or private entity’s written authorization must identify that the regional pond will discharge the water quality volume (one (1) inch of runoff from the impervious watershed area) at no more than 5.66 cfs per acre of surface area of the pond. The owner must include the LGU’s or private entities’ written authorization in the SWPPP. The LGU’s or private entity’s written authorization must be obtained before the owner finalizes the SWPPP and before any application for this permit is made to the MPCA. III.E RECORD RETENTION The SWPPP (original or copies) including, all changes to it, and inspections and maintenance records must be kept at the site during construction by the Permittee(s) who has/have operational control of that portion of the site. The SWPPP can be kept in either the field office or in an on‐site vehicle during normal working hours. All owner(s) must keep the following records on file for three (3) years after submittal of the NOT as outlined in Part II.C. This does not include any records after submittal of the NOT. 1. The final SWPPP 2. Any other stormwater related permits required for the project 3. Records of all inspection and maintenance conducted during construction (Part IV.E. Inspections and Maintenance) 4. All permanent operation and maintenance agreements that have been implemented, including all right‐of‐way, contracts, covenants and other binding requirements regarding perpetual maintenance and 5. All required calculations for design of the temporary and permanent Stormwater Management Systems. III.F. TRAINING REQUIREMENTS The Permittee(s) shall ensure the following individuals identified in this part have been trained in accordance with this Permit’s training requirements. Page 16 of 34 Permit No: MN R100001 wq-strm2-68a 1. Who must be trained: a. Individual(s) preparing the SWPPP for the project b. Individual(s) overseeing implementation of, revising, and amending the SWPPP and individual(s) performing inspections as required in Part IV.E. One of these individual(s) must be available for an onsite inspection within 72 hours upon request by the MPCA. c. Individual(s) performing or supervising the installation, maintenance and repair of BMPs. At least one individual on a project must be trained in these job duties. 2. Training content: The content and extent of training must be commensurate with the individual’s job duties and responsibilities with regard to activities covered under this permit for the project. At least one individual present on the permitted project site (or available to the project site in 72 hours) must be trained in the job duties described in Part III.F.1.b. and Part III.F.1.c. 3. The Permittee(s) shall ensure that the individuals are trained by local, state, federal agencies, professional organizations, or other entities with expertise in erosion prevention, sediment control, permanent stormwater management and the Minnesota NPDES/SDS Construction Stormwater Permit. An update refresher‐training must be attended every three (3) years starting three (3) years from the issuance date of this permit. PART IV. CONSTRUCTION ACTIVITY REQUIREMENTS IV.A. STORMWATER POLLUTION PREVENTION PLAN The Permittee(s) must implement the SWPPP and the requirements of this part. The BMPs identified in the SWPPP and in this permit must be selected, installed, and maintained in an appropriate and functional manner that is in accordance with relevant manufacturer specifications and accepted engineering practices. IV.B. EROSION PREVENTION PRACTICES 1. The Permittee(s) must plan for and implement appropriate BMPs such as construction phasing, vegetative buffer strips, horizontal slope grading, inspection and maintenance of Part IV.E. and other construction practices that minimize erosion as necessary to comply with this permit and protect waters of the state. The location of areas not to be disturbed must be delineated (e.g., with flags, stakes, signs, silt fence etc.) on the project site before work begins. The Permittee(s) must minimize the need for disturbance of portions of the project that have steep slopes. For those sloped areas which must be disturbed, the Permittee(s) must use techniques such as phasing and stabilization practices designed for steep slopes (e.g., slope draining and terracing). 2. The Permittee(s) must stabilize all exposed soil areas (including stockpiles). Stabilization must be initiated immediately to limit soil erosion whenever any construction activity has permanently or temporarily ceased on any portion of the site and will not resume for a period exceeding 14 calendar days. Stabilization must be completed no later than 14 calendar days after the construction activity in that portion of the site has temporarily or permanently ceased. For Public Waters that the Minnesota Department of Natural Resources has promulgated “work Page 17 of 34 Permit No: MN R100001 wq-strm2-68a in water restrictions” during specified fish spawning time frames, all exposed soil areas that are within 200 feet of the water’s edge, and drain to these waters must complete the stabilization activities within 24 hours during the restriction period. Temporary stockpiles without significant silt, clay or organic components (e.g., clean aggregate stockpiles, demolition concrete stockpiles, sand stockpiles) and the constructed base components of roads, parking lots and similar surfaces are exempt from this requirement but must be in compliance with Part IV.C.5. 3. If using stormwater conveyance channels ,the Permittee(s) must design the channels to route water around unstabilized areas on the site and to reduce erosion, unless infeasible. The Permittee(s) must use erosion controls and velocity dissipation devices such as check dams, sediment traps, riprap, or grouted riprap at outlets within and along the length of any constructed stormwater conveyance channel, and at any outlet, to provide a non‐erosive flow velocity, to minimize erosion of channels and their embankments, outlets, adjacent stream banks, slopes, and downstream waters during discharge conditions. 4. The Permittee(s) must stabilize the normal wetted perimeter of any temporary or permanent drainage ditch or swale that drains water from any portion of the construction site, or diverts water around the site, within 200 lineal feet from the property edge, or from the point of discharge into any surface water. Stabilization of the last 200 lineal feet must be completed within 24 hours after connecting to a surface water or property edge. The Permittee(s) shall complete stabilization of the remaining portions of any temporary or permanent ditches or swales within 14 calendar days after connecting to a surface water or property edge and construction in that portion of the ditch has temporarily or permanently ceased. Temporary or permanent ditches or swales that are being used as a sediment containment system during construction (with properly designed rock‐ditch checks, bio rolls, silt dikes, etc.) do not need to be stabilized during the temporary period of its use as a sediment containment system. These areas must be stabilized within 24 hours after no longer being used as a sediment containment system. Applying mulch, hydromulch, tackifier, polyacrylamide or similar erosion prevention practices is not acceptable stabilization in any part of a temporary or permanent drainage ditch or swale. 5. Pipe outlets must be provided with temporary or permanent energy dissipation within 24 hours after connection to a surface water. 6. Unless infeasible due to lack of pervious or vegetated areas, the Permittee(s) must direct discharges from BMPs to vegetated areas of the site (including any natural buffers) in order to increase sediment removal and maximize stormwater infiltration. The Permittee(s) must use velocity dissipation devices if necessary to prevent erosion when directing stormwater to vegetated areas. IV.C. SEDIMENT CONTROL PRACTICES 1. The Permittee(s) must employ Sediment control practices as necessary to minimize sediment from entering surface waters, including curb and gutter systems and storm sewer inlets. Page 18 of 34 Permit No: MN R100001 wq-strm2-68a a. Temporary or permanent drainage ditches and sediment basins that are designed as part of a sediment containment system (e.g., ditches with rock‐check dams) require sediment control practices only as appropriate for site conditions. b. If the down gradient sediment controls are overloaded (based on frequent failure or excessive maintenance requirement), the Permittee(s) must install additional upgradient sediment control practices or redundant BMPs to eliminate the overloading, and the SWPPP must be amended to identify these additional practices as required in Part III.B 1.‐3. 2. Sediment control practices must be established on all down gradient perimeters and be located upgradient of any buffer zones. The perimeter sediment control practice must be in place before any upgradient land‐disturbing activities begin. These practices shall remain in place until Final Stabilization has been established in accordance with Part IV.G. A floating silt curtain placed in the water is not a sediment control BMP to satisfy perimeter control requirements in this part except when working on a shoreline and below the waterline. In those cases, a floating silt curtain can be used as a perimeter control practice if the floating silt curtain is installed as close to shore as possible. Immediately after the short term construction activity (e.g. installation of rip rap along the shoreline) in that area is complete, an upland perimeter control practice must be installed if exposed soils still drain to the surface water.. 3. The Permittee(s) shall re‐install all sediment control practices that have been adjusted or removed to accommodate short‐term activities such as clearing or grubbing, or passage of vehicles, immediately after the short‐term activity has been completed. The Permittee(s) shall complete any short‐term activity that requires removal of sediment control practices as quickly as possible. The Permittee(s) must re‐install sediment control practices before the next precipitation event even if the short‐term activity is not complete. 4. All storm drain inlets must be protected by appropriate BMPs during construction until all sources with potential for discharging to the inlet have been stabilized. Inlet protection may be removed for a particular inlet if a specific safety concern (street flooding/freezing) has been identified by the Permittee(s) or the jurisdictional authority (e.g., city/county/township/MnDOT engineer).The Permittee(s) must document the need for removal in the SWPPP. 5. Temporary soil stockpiles must have silt fence or other effective sediment controls, and cannot be placed in any natural buffers or surface waters, including stormwater conveyances such as curb and gutter systems, or conduits and ditches unless there is a bypass in place for the stormwater. 6. Where vehicle traffic leaves any part of the site (or onto paved roads within the site): a. The Permittee(s) must install a vehicle tracking BMP to minimize the track out of sediment from the construction site. Examples of vehicle tracking BMPs include (but are not limited to) rock pads, mud mats, slash mulch, concrete or steel wash racks, or equivalent systems. b. The Permittee(s) must use street sweeping if such vehicle tracking BMPs are not adequate to prevent sediment from being tracked onto the street (see Part IV.E.5.d.). 7. The Permittee(s) must install temporary sedimentation basins as required in Part III.C. of this permit. Page 19 of 34 Permit No: MN R100001 wq-strm2-68a 8. The Permittee(s) must minimize soil compaction and, unless infeasible, preserve topsoil. Minimizing soil compaction is not required where the function of a specific area of the site dictates that it be compacted. 9. The Permittee(s) must preserve a 50 foot natural buffer or (if a buffer is infeasible on the site) provide redundant sediment controls when a surface water is located within 50 feet of the project’s earth disturbances and stormwater flows to the surface water. Natural buffers are not required adjacent to road ditches, judicial ditches, county ditches, stormwater conveyance channels, storm drain inlets, and sediment basins. The Permittee(s) is/are not required to enhance the quality of the vegetation that already exists in the buffer or provide vegetation if none exist. However, Permittee(s) can improve the natural buffer with vegetation. 10. If the Permittee(s) intend to use polymers, flocculants, or other sedimentation treatment chemicals on the project site, the Permittee(s) must comply with the following minimum requirements: a. The Permittee(s) must use conventional erosion and sediment controls prior to chemical addition to ensure effective treatment. Chemicals may only be applied where treated stormwater is directed to a sediment control system which allows for filtration or settlement of the floc prior to discharge. b. Chemicals must be selected that are appropriately suited to the types of soils likely to be exposed during construction, and to the expected turbidity, pH, and flow rate of stormwater flowing into the chemical treatment system or area. c. Chemicals must be used in accordance with accepted engineering practices, and with dosing specifications and sediment removal design specifications provided by the manufacturer or provider/supplier of the applicable chemicals. IV.D. DEWATERING AND BASIN DRAINING 1. The Permittee(s) must discharge turbid or sediment‐laden waters related to dewatering or basin draining (e.g., pumped discharges, trench/ditch cuts for drainage) to a temporary or permanent sedimentation basin on the project site unless infeasible. The Permittee(s) may discharge from the temporary or permanent sedimentation basins to surface waters if the basin water has been visually checked to ensure adequate treatment has been obtained in the basin and that nuisance conditions (see Minn. R. 7050.0210, subp. 2) will not result from the discharge. If the water cannot be discharged to a sedimentation basin prior to entering the surface water, it must be treated with the appropriate BMPs, such that the discharge does not adversely affect the receiving water or downstream properties. If the Permittee(s) must discharge water that contains oil or grease, the Permittee(s) must use an oil‐water separator or suitable filtration device (e.g. cartridge filters, absorbents pads) prior to discharging the water. The Permittee(s) must ensure that discharge points are adequately protected from erosion and scour. The discharge must be dispersed over natural rock riprap, sand bags, plastic sheeting, or other accepted energy dissipation measures. Page 20 of 34 Permit No: MN R100001 wq-strm2-68a 2. All water from dewatering or basin‐draining activities must be discharged in a manner that does not cause nuisance conditions, erosion in receiving channels or on downslope properties, or inundation in wetlands causing significant adverse impact to the wetland. 3. If the Permittee(s) is/are using filters with backwash water, the Permittee(s) must haul the backwash water away for disposal, return the backwash water to the beginning of the treatment process, or incorporate the backwash water into the site in a manner that does not cause erosion. The Permittee(s) may discharge backwash water to the sanitary sewer if permission is granted by the sanitary sewer authority. The Permittee(s) must replace and clean the filter media used in dewatering devices when required to retain adequate function. IV.E. INSPECTIONS AND MAINTENANCE 1. The Permittee(s) must ensure that a trained person (as identified in Part III.A.3.a.) will routinely inspect the entire construction site at least once every seven (7) days during active construction and within 24 hours after a rainfall event greater than 0.5 inches in 24 hours. Following an inspection that occurs within 24 hours after a rainfall event, the next inspection must be conducted within seven (7) days after the rainfall event. 2. All inspections and maintenance conducted during construction must be recorded within 24 hours in writing and these records must be retained with the SWPPP in accordance with Part III.E. Records of each inspection and maintenance activity shall include: a. Date and time of inspections b. Name of person(s) conducting inspections c. Findings of inspections, including the specific location where corrective actions are needed d. Corrective actions taken (including dates, times, and party completing maintenance activities) e. Date and amount of all rainfall events greater than 1/2 inch (0.5 inches) in 24 hours. Rainfall amounts must be obtained by a properly maintained rain gauge installed onsite, a weather station that is within 1 mile of your location or a weather reporting system that provides site specific rainfall data from radar summaries. f. If any discharge is observed to be occurring during the inspection, a record of all points of the property from which there is a discharge must be made, and the discharge should be described (i.e., color, odor, floating, settled, or suspended solids, foam, oil sheen, and other obvious indicators of pollutants) and photographed. g. Any amendments to the SWPPP proposed as a result of the inspection must be documented as required in Part III.B. within seven (7) calendar days. 3. Inspection frequency adjustment a. Where parts of the project site have permanent cover, but work remains on other parts of the site, the Permittee(s) may reduce inspections of the areas with permanent cover to Page 21 of 34 Permit No: MN R100001 wq-strm2-68a once per month. b. Where construction sites have permanent cover on all exposed soil areas and no construction activity is occurring anywhere on the site, the site must be inspected during non‐frozen ground conditions at least once per month for a period of twelve (12) months. Following the twelfth month of permanent cover and no construction activity, inspections may be terminated until construction activity is once again initiated unless the Permittee(s) is/are notified in writing by the MPCA that erosion issues have been detected at the site and inspections need to resume. c. Where work has been suspended due to frozen ground conditions, the inspections may be suspended. The required inspections and maintenance schedule must begin within 24 hours after runoff occurs at the site or 24 hours prior to resuming construction, whichever comes first. 4. The Permittee(s) is/are responsible for the inspection and maintenance of temporary and permanent water quality management BMPs, as well as all erosion prevention and sediment control BMPs, until another Permittee has obtained coverage under this Permit according to Part II.B.5. or the project has undergone Final Stabilization, and an NOT has been submitted to the MPCA. 5. The Permittee(s) must inspect all erosion prevention and sediment control BMPs and Pollution Prevention Management Measures to ensure integrity and effectiveness during all routine and post‐rainfall event inspections. All nonfunctional BMPs must be repaired, replaced, or supplemented with functional BMPs by the end of the next business day after discovery, or as soon as field conditions allow access unless another time frame is specified below. The Permittee(s) must investigate and comply with the following inspection and maintenance requirements: a. All perimeter control devices must be repaired, replaced, or supplemented when they become nonfunctional or the sediment reaches one‐half (1/2) of the height of the device. These repairs must be made by the end of the next business day after discovery, or thereafter as soon as field conditions allow access. b. Temporary and permanent sedimentation basins must be drained and the sediment removed when the depth of sediment collected in the basin reaches one‐half (1/2) the storage volume. Drainage and removal must be completed within 72 hours of discovery, or as soon as field conditions allow access (see Part IV.D.). c. Surface waters, including drainage ditches and conveyance systems, must be inspected for evidence of erosion and sediment deposition during each inspection. The Permittee(s) must remove all deltas and sediment deposited in surface waters, including drainage ways, catch basins, and other drainage systems, and restabilize the areas where sediment removal results in exposed soil. The removal and stabilization must take place within seven (7) days of discovery unless precluded by legal, regulatory, or physical access constraints. The Permittee(s) shall use all reasonable efforts to obtain access. If precluded, removal and stabilization must take place within seven (7) calendar days of obtaining access. The Permittee(s) is/are responsible for contacting all local, regional, state and federal authorities and receiving any applicable permits, prior to conducting any work in surface waters. Page 22 of 34 Permit No: MN R100001 wq-strm2-68a d. Construction site vehicle exit locations must be inspected for evidence of off‐site sediment tracking onto paved surfaces. Tracked sediment must be removed from all paved surfaces both on and off site within 24 hours of discovery, or if applicable, within a shorter time to comply with Part IV.C.6. e. Streets and other areas adjacent to the project must be inspected for evidence of off‐site accumulations of sediment. If sediment is present, it must be removed in a manner and at a frequency sufficient to minimize off‐site impacts (e.g., fugitive sediment in streets could be washed into storm sewers by the next rain and/or pose a safety hazard to users of public streets). 6. All infiltration areas must be inspected to ensure that no sediment from ongoing construction activity is reaching the infiltration area. All infiltration areas must be inspected to ensure that equipment is not being driven across the infiltration area. IV.F. POLLUTION PREVENTION MANAGEMENT MEASURES The Permittee(s) shall implement the following pollution prevention management measures on the site: 1. Storage, Handling, and Disposal of Construction Products, Materials, and Wastes: The Permittee(s) shall comply with the following to minimize the exposure to stormwater of any of the products, materials, or wastes. Products or wastes which are either not a source of contamination to stormwater or are designed to be exposed to stormwater are not held to this requirement: a. Building products that have the potential to leach pollutants must be under cover (e.g., plastic sheeting or temporary roofs) to prevent the discharge of pollutants or protected by a similarly effective means designed to minimize contact with stormwater. b. Pesticides, herbicides, insecticides, fertilizers, treatment chemicals, and landscape materials must be under cover (e.g., plastic sheeting or temporary roofs) to prevent the discharge of pollutants or protected by similarly effective means designed to minimize contact with stormwater. c. Hazardous materials, toxic waste, (including oil, diesel fuel, gasoline, hydraulic fluids, paint solvents, petroleum‐based products, wood preservatives, additives, curing compounds, and acids) must be properly stored in sealed containers to prevent spills, leaks or other discharge. Restricted access storage areas must be provided to prevent vandalism. Storage and disposal of hazardous waste or hazardous materials must be in compliance with Minn. R. ch. 7045 including secondary containment as applicable. d. Solid waste must be stored, collected and disposed of properly in compliance with Minn. R. ch. 7035. e. Portable toilets must be positioned so that they are secure and will not be tipped or knocked over. Sanitary waste must be disposed of properly in accordance with Minn. R. ch. 7041. Page 23 of 34 Permit No: MN R100001 wq-strm2-68a 2. Fueling and Maintenance of Equipment or Vehicles; Spill Prevention and Response: The Permittee(s) shall take reasonable steps to prevent the discharge of spilled or leaked chemicals, including fuel, from any area where chemicals or fuel will be loaded or unloaded including the use of drip pans or absorbents unless infeasible. The Permittee(s) must conduct fueling in a contained area unless infeasible. The Permittee(s) must ensure adequate supplies are available at all times to clean up discharged materials and that an appropriate disposal method is available for recovered spilled materials. The Permittee(s) must report and clean up spills immediately as required by Minn. Stat. § 115.061, using dry clean up measures where possible. 3. Vehicle and equipment washing: If the Permittee(s) wash the exterior of vehicles or equipment on the project site, washing must be limited to a defined area of the site. Runoff from the washing area must be contained in a sediment basin or other similarly effective controls and waste from the washing activity must be properly disposed of. The Permittee(s) must properly use and store soaps, detergents, or solvents. No engine degreasing is allowed on site. 4. Concrete and other washouts waste: The Permittee(s) must provide effective containment for all liquid and solid wastes generated by washout operations (concrete, stucco, paint, form release oils, curing compounds and other construction materials) related to the construction activity. The liquid and solid washout wastes must not contact the ground, and the containment must be designed so that it does not result in runoff from the washout operations or areas. Liquid and solid wastes must be disposed of properly and in compliance with MPCA rules. A sign must be installed adjacent to each washout facility that requires site personnel to utilize the proper facilities for disposal of concrete and other washout wastes. IV.G. FINAL STABILIZATION The Permittee(s) must ensure Final Stabilization of the site. Final Stabilization is not complete until all requirements of Parts IV.G.1‐5. are complete: 1. All soil disturbing activities at the site have been completed and all soils are stabilized by a uniform perennial vegetative cover with a density of 70 percent of its expected final growth density over the entire pervious surface area, or other equivalent means necessary to prevent soil failure under erosive conditions. 2. The permanent stormwater management system is constructed, meets all requirements in Part III.D. and is operating as designed. Temporary or permanent sedimentation basins that are to be used as permanent water quality management basins have been cleaned of any accumulated sediment. All sediment has been removed from conveyance systems and ditches are stabilized with permanent cover. 3. All temporary synthetic and structural erosion prevention and sediment control BMPs (such as silt fence) have been removed on the portions of the site for which the Permittee(s) is/are responsible. BMPs designed to decompose on site (such as some compost logs) may be left in place. 4. For residential construction only, individual lots are considered finally stabilized if the structure(s) are finished and temporary erosion protection and downgradient perimeter control has been completed and the residence has been sold to the homeowner. Additionally, the Permittee has distributed the MPCA’s “Homeowner Fact Sheet” to the homeowner to inform Page 24 of 34 Permit No: MN R100001 wq-strm2-68a the homeowner of the need for, and benefits of, permanent cover. 5. For construction projects on agricultural land (e.g., pipelines across crop, field pasture or range land) the disturbed land has been returned to its preconstruction agricultural use. PART V. GENERAL PROVISIONS V.A. APPLICABILITY CRITERIA 1. If the Commissioner determines that pollution in stormwater discharges associated with a construction activity are contributing to a violation of a water quality standard or due to specific site considerations rendering a substantial portion of the requirements of this permit impossible to comply with, and the Commissioner determines that the construction activity would be more appropriately regulated by an individual permit, the Commissioner may terminate coverage under this general permit and require the owner and operator to continue the construction activity subject to an individual stormwater discharge permit. Upon issuance of an individual permit, this general permit would no longer apply. Prior to termination of coverage under this general permit, the Commissioner will provide notice and an opportunity to request a contested case hearing. 2. If the terms and conditions of this general permit cannot be met, an owner may request an individual permit, in accordance with Minn. R. 7001.0210 subp. 6. 3. Any interested person may petition the MPCA to require an individual NPDES/SDS permit in accordance with 40 CFR 122.28(b)(3). V.B. RECORD AVAILABILITY 1. The Permittee(s) must make the SWPPP, including all certificates, reports, records, or other information required by this permit, available to federal, state, and local officials within 72 hours upon request for the duration of the permit and for three (3) years following the NOT. This does not include any records after submittal of the NOT. 2. When requested by the MPCA, the Permittee(s) must make the responsible person trained as required in Part III.F.1.b. or Part III.F.1.c. available to be onsite during an MPCA inspection within 72 hours of a request. V.C. PROHIBITIONS This permit prohibits discharges of any material other than stormwater treated in compliance with this permit and discharges from dewatering or basin draining activities in accordance with Part IV.D.1.‐2. Prohibited discharges include (but are not limited to) wastewater from washout of concrete, stucco, paint, form release oils, curing compounds and other construction materials, fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance, soaps or solvents used in vehicle and equipment washing and maintenance, and other hazardous substances or wastes. V.D. TRANSFER OF OWNERSHIP OR CONTROL Page 25 of 34 Permit No: MN R100001 wq-strm2-68a This permit may not be assigned or transferred by the Permittee(s) except when transfer occurs in accordance with the applicable requirements of Part II.B.5. V.E. CIVIL AND CRIMINAL LIABILITY Nothing in this permit must be construed to relieve the Permittee(s) from civil or criminal penalties for noncompliance with the terms and conditions provided herein. Nothing in this permit must be construed to preclude the initiation of any legal action or relieve the Permittee(s) from any responsibilities, liabilities, or penalties to which the Permittee(s) is/are or may be subject to under Section 311 of the Clean Water Act and Minn. Stat. § 115 and 116, as amended. The Permittee(s) is/are not liable for permit requirements for activities occurring on those portions of a site where the permit has been transferred to another party as required in Part II.B.5. or the Permittee(s) has/have submitted the NOT as required in Part II.C. V.F. SEVERABILITY The provisions of this permit are severable. If any provision of this permit, or the application of any provision of this permit to any circumstances, is held invalid, the application of such provision to other circumstances, and the remainder of this permit must not be affected thereby. V.G. NPDES/SDS RULE STANDARD GENERAL CONDITIONS The Permittee(s) must comply with the provisions of Minn. R. 7001.0150, subp. 3 and Minn. R. 7001.1090, subp. 1(A), 1(B), 1(C), 1(H), 1(I), 1(J), 1(K), and 1(L). V.H. INSPECTION AND ENTRY The Permittee(s) must allow access as provided in 40 CFR 122.41(i) and Minn. Stat. § 115.04. The Permittee(s) shall allow representatives of the MPCA or any member, employee or agent thereof, when authorized by it, upon presentation of credentials, to enter upon any property, public or private, for the purpose of obtaining information or examination of records or conducting surveys or investigations. APPENDIX A A. GENERAL REQUIREMENTS All requirements in this Appendix are in addition to BMPs already specified in the permit. Where provisions of Appendix A, conflict with requirements elsewhere in the permit, the provisions in Appendix A take precedence. All BMPs used to comply with this Appendix must be documented in the SWPPP for the project. If the terms and conditions of this Appendix cannot be met, an individual permit will be required in accordance with Minn. R. ch. 7001. B. REQUIREMENTS FOR DISCHARGES TO SPECIAL WATERS AND IMPAIRED WATERS Additional BMPs and enhanced runoff controls identified in this Part are required for discharges to the following special waters (Part B.1 through B.9 of Appendix A) and impaired waters (Part B.10 of Appendix A). The BMPs identified for each special or impaired water are required for those areas of Page 26 of 34 Permit No: MN R100001 wq-strm2-68a the project draining to a discharge point on the project that is within one mile (aerial radius measurement) of special or impaired water and flows to that special or impaired water. 1. Wilderness areas: Boundary Waters Canoe Area Wilderness; Voyageurs National Park; Kettle River from the site of the former dam at Sandstone to its confluence with the Saint Croix River; Rum River from Ogechie Lake spillway to the northernmost confluence with Lake Onamia. Discharges to these waters must incorporate the BMPs outlined in C.1., C.2., and C.3. of this Appendix. 2. Mississippi River: Those portions from Lake Itasca to the southerly boundary of Morrison County that are included in the Mississippi Headwaters Board comprehensive plan dated February 12, 1981. Discharges to these waters must incorporate the BMPs outlined in C.1., C.2. and C.3. of this Appendix. 3. Scenic or recreational river segments: Saint Croix River, entire length; Cannon River from northern city limits of Faribault to its confluence with the Mississippi River; North Fork of the Crow River from Lake Koronis outlet to the Meeker‐Wright county line; Kettle River from north Pine County line to the site of the former dam at Sandstone; Minnesota River from Lac qui Parle dam to Redwood County State Aid Highway 11; Mississippi River from County State Aid Highway 7 bridge in Saint Cloud to northwestern city limits of Anoka; and Rum River from State Highway 27 bridge in Onamia to Madison and Rice streets in Anoka. Discharges to these waters must incorporate the BMPs outlined in C.1., C.2. and C.3. of this Appendix. 4. Lake Superior: (Prohibited and restricted) Discharges to Lake Superior must incorporate the BMPs outlined in C.1., C.2. and C.3. of this Appendix. 5. Lake Trout Lakes: Identified in Minn. R. 7050.0470, including those inside the boundaries of the Boundary Waters Canoe Area Wilderness and Voyageurs National Park. Discharges to these waters must incorporate the BMPs outlined in C.1., C.2., and C.3. of this Appendix. 6. Trout Lakes: Identified in Minn. R. 6264.0050, subp. 2. Discharges to these waters must incorporate the BMPs outlined in C.1., C.2., and C.3., of this Appendix. 7. Scientific and natural areas: Boot Lake, Anoka County; Kettle River in sections 15, 22, 23, T 41 N, R 20, Pine County; Pennington Bog, Beltrami County; Purvis Lake‐Ober Foundation, Saint Louis County; waters within the borders of Itasca Wilderness Sanctuary, Clearwater County; Iron Springs Bog, Clearwater County; Wolsfeld Woods, Hennepin County; Green Water Lake, Becker County; Blackdog Preserve, Dakota County; Prairie Bush Clover, Jackson County; Black Lake Bog, Pine County; Pembina Trail Preserve, Polk County; and Falls Creek, Washington County. Discharges to these waters must incorporate the BMPs outlined in C.1., C.2., and C.3. of this Appendix. 8. Trout Streams: Listed in Minn. R. 6264.0050, subp. 4. Discharges to these waters must incorporate the BMPs outlined in C.1., C.2., C.3., and C.4. of this Appendix. 9. Calcareous Fens: Listed in Minn. R 7050.0180 subp.6b. Discharges to these Calcareous Fens must incorporate the BMPs outlined in C.1. and C.2. of this Appendix. 10. Impaired Waters: Waters identified as impaired under section 303 (d) of the federal Clean Water Page 27 of 34 Permit No: MN R100001 wq-strm2-68a Act for phosphorus (nutrient eutrophication biological indicators), turbidity, dissolved oxygen or aquatic biota (fish bioassessment, aquatic plant bioassessment and aquatic macroinvertebrate bioassessment). a. Impaired Water Without an Approved TMDL or With an Approved TMDL and No Waste Load Allocation: If runoff from the site discharges to an impaired water, and a TMDL has not been approved by USEPA or there is a USEPA approved TMDL that does not establish a Waste Load Allocation (WLA) for construction stormwater, discharges to these waters must incorporate the BMPs outlined in C.1. and C.2. of this Appendix. b. Impaired Water With an Approved TMDL and WLA: If runoff from the site discharges to an impaired water for which there is a USEPA approved TMDL that establishes a WLA for construction stormwater, and the TMDL does not identify any specific implementation activities that would apply to the site discharges, discharges to these waters must incorporate the BMPs outlined in C.1. and C.2. of this Appendix. If the TMDL identifies specific implementation activities regarding construction stormwater that would apply to the site discharges, the Permittee(s) must include the following in the SWPPP: i. Identify the receiving water, the areas of the site discharging to it, and the pollutant(s) identified in the TMDL and ii. BMPs identified in the TMDL and any other specific construction stormwater related implementation activities identified in the TMDL. Note on impaired waters listing terminology: The terms in parenthesis in Appendix A, Part B.10. above are the most current terminology used to list waters as impaired at the time of permit issuance. These terms are subject to change. For example, at one time waters were listed as impaired for phosphorus and now those same waters are listed as impaired for nutrient eutrophication biological indicators. If the terminology changes for one of the pollutant(s) or stressor(s) identified in the permit, the MPCA will keep a list of the new terms on its construction stormwater website. C. ADDITIONAL BMPS FOR SPECIAL WATERS AND IMPAIRED WATERS For the BMPs described in C.2., and C.4. of this Appendix: Where the proximity to bedrock precludes the installation of any of the permanent stormwater management practices outlined in Appendix A, other treatment (such as grassed swales, smaller ponds, or grit chambers) is required prior to discharge to surface waters. For work on linear projects with lack of right‐of‐way where the Permittee(s) cannot obtain an easement or other permission for property needed to install treatment systems capable of treating the entire water quality volume on site, the Permittee(s) must maximize the water quality volume that can be treated prior to discharge to surface waters. Treatment can be provided through other Page 28 of 34 Permit No: MN R100001 wq-strm2-68a methods or combination of methods such as grassed swales, filtration systems, smaller ponds or grit chambers prior to discharge to surface waters. A reasonable attempt must be made to obtain right‐ of‐way during the project planning process. Documentation of these attempts must be in the SWPPP per Part III.A.5.m. in the section addressing infeasibility. 1. During construction: a. Stabilization of all exposed soil areas must be initiated immediately to limit soil erosion but in no case completed later than seven (7) days after the construction activity in that portion of the site has temporarily or permanently ceased. b. Temporary sediment basin requirements described in Part III.C. must be used for common drainage locations that serve an area with five (5) or more acres disturbed at one time. 2. Post construction: The water quality volume that must be retained on site by the project’s permanent stormwater management system described in Part III.D. shall be one (1) inch of runoff from the new impervious surfaces created by the project. See Part III.D.1. for more information on infiltration design, prohibitions and appropriate site conditions. 3. Buffer zone: The Permittee(s) shall include an undisturbed buffer zone of not less than 100 linear feet from the special water (not including tributaries) and this buffer zone shall be maintained at all times, both during construction and as a permanent feature post construction, except where a water crossing or other encroachment is necessary to complete the project. The Permittee(s) must fully document the circumstance and reasons that the buffer encroachment is necessary in the SWPPP and include restoration activities. Replacement of existing impervious surface within the buffer is allowed under this permit. All potential water quality, scenic and other environmental impacts of these exceptions must be minimized by the use of additional or redundant BMPs and documented in the SWPPP for the project. 4. Temperature Controls: The Permittee(s) must design the Permanent Stormwater Management System such that the discharge from the project will minimize any increase in the temperature of trout stream receiving waters resulting from the one (1)‐and two (2)‐year 24‐hour precipitation events. This includes all tributaries of designated trout streams within the Public Land Survey System (PLSS) Section that the trout stream is located. Projects that discharge to trout streams must minimize the impact using one or more of the following measures, in order of preference: a. Minimize new impervious surfaces. b. Minimize the discharge from connected impervious surfaces by discharging to vegetated areas, or grass swales, and through the use of other non‐structural controls. c. Infiltration or other volume reduction practices to reduce runoff in excess of pre‐project conditions (up to the two (2)‐year 24‐hour precipitation event). d. If ponding is used, the design must include an appropriate combination of measures such as shading, filtered bottom withdrawal, vegetated swale discharges or constructed wetland treatment cells that will limit temperature increases. The pond should be designed to draw down in 24 hours or less. Page 29 of 34 Permit No: MN R100001 wq-strm2-68a e. Other methods that will minimize any increase in the temperature of the trout stream. D. REQUIREMENTS FOR DISCHARGING TO WETLANDS If the project has any discharges with the potential for significant adverse impacts to a wetland, (e.g., conversion of a natural wetland to a stormwater pond) the Permittee(s) must demonstrate that the wetland mitigative sequence has been followed in accordance with D.1 or D.2 of this Appendix. 1. If the potential adverse impacts to a wetland on a specific project site have been addressed by permits or other approvals from an official statewide program (U.S. Army Corps of Engineers 404 program, Minnesota DNR, or the State of Minnesota Wetland Conservation Act) that are issued specifically for the project and project site, the Permittee(s) may use the permit or other determination issued by these agencies to show that the potential adverse impacts have been addressed. For the purposes of this permit, deminimus actions are determinations by the permitting agency that address the project impacts, whereas a non‐jurisdictional determination does not address project impacts. 2. If there are impacts from the project that are not addressed in one of the permits or other determinations discussed in Appendix A, Part D.1. (e.g., permanent inundation or flooding of the wetland, significant degradation of water quality, excavation, filling, draining), the Permittee(s) must minimize all adverse impacts to wetlands by utilizing appropriate measures. Measures used must be based on the nature of the wetland, its vegetative community types and the established hydrology. These measures include in order of preference: a. Avoid all significant adverse impacts to wetlands from the project and post‐project discharge. b. Minimize any unavoidable impacts from the project and post‐project discharge. c. Provide compensatory mitigation when the Permittee(s) determine(s) that there is no reasonable and practicable alternative to having a significant adverse impact on a wetland. For compensatory mitigation, wetland restoration or creation shall be of the same type, size and whenever reasonable and practicable in the same watershed as the impacted wetland. E. DISCHARGES REQUIRING ENVIRONMENTAL REVIEW This permit does not replace or satisfy any environmental review requirements, including those under the Minnesota Environmental Policy Act or the National Environmental Policy Act. The owner must verify that any environmental review required by law, including any required Environmental Assessment Work sheets or Environmental Impact Statements, Federal environmental review, or other required review is complete before making application for coverage under this permit, and the owner must incorporate any stormwater mitigation measures required as the result of any environmental review into the SWPPP for the project. If any part of your common plan of development or sale requires environmental review, coverage under this permit cannot be obtained until such environmental review is complete. F. DISCHARGES AFFECTING ENDANGERED OR THREATENED SPECIES Page 30 of 34 Permit No: MN R100001 wq-strm2-68a This permit does not replace or satisfy any review requirements for endangered or threatened species, from new or expanded discharges that adversely impact or contribute to adverse impacts on a listed endangered or threatened species, or adversely modify a designated critical habitat. The owner must conduct any required review and coordinate with appropriate agencies for any project with the potential of affecting threatened or endangered species, or their critical habitat. G. DISCHARGES AFFECTING HISTORIC PLACES OR ARCHEOLOGICAL SITES This permit does not replace or satisfy any review requirements for historic places or archeological sites, from new or expanded discharges that adversely affect properties listed or eligible for listing in the National Register of Historic Places or affecting known or discovered archeological sites. The owner must be in compliance with National Historic Preservation Act and conduct all required review and coordination related to historic preservation, including significant anthropological sites and any burial sites, with the Minnesota Historic Preservation Officer. APPENDIX B. – DEFINITIONS 1. “Aerial radius measurement” means the shortest straight line distance measurement between the point of stormwater discharge from a project construction site to the nearest edge of the water body the stormwater will flow to. This measurement does not follow the meander flow path. 2. “Best Management Practices (BMPs)” means the most effective and practicable means of erosion prevention and sediment control, and water quality management practices that are the most effective and practicable means of to control, prevent, and minimize degradation of surface water, including avoidance of impacts, construction‐phasing, minimizing the length of time soil areas are exposed, prohibitions, pollution prevention through good housekeeping, and other management practices published by state or designated area‐wide planning agencies. Individual BMPs found in this permit are described in the current versions of Protecting Water Quality in Urban Areas, MPCA and The Minnesota Stormwater Manual, MPCA. BMPs must be adapted to the site and can be adopted from other sources. However, they must be similar in purpose and at least as effective and stringent as MPCA’s BMPs. (Other sources include manufacturers specifications, Storm Water Management for Construction Activities: Developing Pollution Prevention Plans and Best Management Practices, U.S. Environmental Protection Agency 1992, and Erosion Control Design Manual, Minnesota Department of Transportation, et al, 1993). 3. “Commissioner” means the Commissioner of the MPCA or the Commissioner's designee. 4. “Common Plan of Development or Sale” means a contiguous area where multiple separate and distinct land‐disturbing activities may be taking place at different times, on different schedules, but under one proposed plan. One plan is broadly defined to include design, permit application, advertisement or physical demarcation indicating that land‐disturbing activities may occur. 5. “Construction Activity” includes construction activity as defined in 40 C.F.R. pt. 122.26(b)(14)(x) and small construction activity as defined in 40 C.F.R. pt. 122.26(b)(15) and construction activity as defined by Minn. R. 7090.0080, subp. 4. This includes a disturbance to the land that results in a change in the topography, existing soil cover (both vegetative and non‐vegetative), or the existing soil topography that may result in accelerated stormwater runoff, leading to soil erosion and Page 31 of 34 Permit No: MN R100001 wq-strm2-68a movement of sediment into surface waters or drainage systems. Examples of construction activity may include clearing, grading, filling, and excavating. Construction activity includes the disturbance of less than one acre of total land area that is a part of a larger common plan of development or sale if the larger common plan will ultimately disturb one (1) acre or more. Construction activity does not include a disturbance to the land of less than five (5) acres for the purpose of routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of the facility. 6. “Dewatering” means the removal of surface or ground water to dry and/or solidify a construction site to enable construction activity. Dewatering may require a Minnesota Department of Natural Recourses water appropriation permit and, if dewatering water is contaminated, discharge of such water may require an individual MPCA NPDES/SDS permit. 7. “Energy Dissipation” means methods employed at pipe outlets to prevent erosion caused by the rapid discharge of water scouring soils. Examples include, but are not limited to: concrete aprons, riprap, splash pads, and gabions that are designed to prevent erosion. 8. “Erosion Prevention” means measures employed to prevent erosion. Examples include but not limited to: soil stabilization practices, limited grading, mulch, temporary erosion protection or permanent cover, and construction phasing. 9. “Final Stabilization” means required actions in Part IV.G. taken after the completion of construction activities and prior to submitting the NOT that are intended to prevent discharge of pollutants associated with stormwater discharges from the project. 10. “Homeowner Fact Sheet” means a fact sheet developed by the MPCA and available on the MPCA Construction Stormwater website to be given to homeowners at the time of sale by a builder to inform the homeowner of the need for, and benefits of, Final Stabilization. 11. “Infeasible” means not technologically possible or not economically practicable and achievable in light of the best industry practices. 12. “Initiated immediately” means taking an action to commence stabilization as soon as practicable, but no later than the end of the work day, following the day when the earth‐disturbing activities have temporarily or permanently ceased, if the Permittee(s) know that construction work on that portion of the site will be temporarily ceased for 14 or more additional calendar days or 7 calendar days where Appendix A.C.1.a applies. The following activities can be taken to initiate stabilization: 1. prepping the soil for vegetative or non‐vegetative stabilization 2. applying mulch or other non‐vegetative product to the exposed soil area 3. seeding or planting the exposed area 4. starting any of the activities in # 1 – 3 on a portion of the area to be stabilized, but not on the entire area and 5. finalizing arrangements to have stabilization product fully installed in compliance with the applicable deadline for completing stabilization Page 32 of 34 Permit No: MN R100001 wq-strm2-68a 13. “Impervious Surface” means a constructed hard surface that either prevents or retards the entry of water into the soil and causes water to run off the surface in greater quantities and at an increased rate of flow than prior to development. Examples include rooftops, sidewalks, patios, driveways, parking lots, storage areas, and concrete, asphalt, or gravel roads. 14. “National Pollutant Discharge Elimination System (NPDES)” means the program for issuing, modifying, revoking, reissuing, terminating, monitoring, and enforcing permits under the Clean Water Act (Sections 301, 318, 402, and 405) and United States Code of Federal Regulations Title 33, Sections 1317, 1328, 1342, and 1345. 15. “Natural Buffer” means an area of undisturbed cover surrounding surface waters within which construction activities are restricted. Natural buffer includes the vegetation, exposed rock, or barren ground that exists prior to commencement of earth‐disturbing activities. 16. “Normal Wetted Perimeter” means the area of a conveyance, such as a ditch, channel, or pipe that is in contact with water during flow events that are expected to occur from a two‐year 24‐hour storm event. 17. “Notice of Termination (NOT)” means notice to terminate coverage under this permit after construction is complete, the site has undergone Final Stabilization, and maintenance agreements for all permanent facilities have been established, in accordance with all applicable conditions of this permit. 18. “Operator” means the person designated by the owner, who has day to day operational control and/or the ability to modify project plans and specifications related to the SWPPP. The operator must be named on the permit as a Permittee. 19. “Owner” means the person or party possessing the title of the land on which the construction activities will occur; or if the construction activity is for a lease, easement, or mineral rights license holder, the party or individual identified as the lease, easement or mineral rights license holder; or the contracting government agency responsible for the construction activity. 20. “Permanent Cover” means surface types that will prevent soil failure under erosive conditions. Examples include: gravel, asphalt, concrete, rip rap, roof tops, perennial cover, or other landscaped material that will permanently arrest soil erosion. A uniform perennial vegetative cover ( i.e. evenly distributed, without large bare areas) with a density of 70 percent of the native background vegetative cover for the area must be established on all unpaved areas and areas not covered by permanent structures, or equivalent permanent stabilization measures. Permanent cover does not include the practices listed under temporary erosion protection. 21. “Permittee(s)” means the person or persons, firm, or governmental agency or other entity that signs the application submitted to the MPCA and is responsible for compliance with the terms and conditions of this permit. 22. “Project(s)” means all construction activity that is planned and/or conducted under a particular permit. The project will occur on the site or sites described in the permit application, the SWPPP and in the associated plans, specifications and contract documents. Page 33 of 34 Permit No: MN R100001 wq-strm2-68a 23. “Public Waters” means all water basins and watercourses that are described in Minn. Stat. § 103G.005 subd. 15. 24. “Saturated Soil” means the highest seasonal elevation in the soil that is in a reduced chemical state because of soil voids being filled with water Saturated soil is evidenced by the presence of redoximorphic features or other information. 25. “Sediment Control” means methods employed to prevent sediment from leaving the site. Sediment control practices include silt fences, sediment traps, earth dikes, drainage swales, check dams, subsurface drains, bio rolls, rock logs, compost logs, storm drain inlet protection, and temporary or permanent sedimentation basins. A floating silt curtain placed in the water is not a sediment control BMP to satisfy perimeter control requirements, except as provided for in Part IV.C.2. 26. “Stabilize, Stabilized, Stabilization” means the exposed ground surface has been covered by appropriate materials such as mulch, staked sod, riprap, erosion control blanket, mats or other material that prevents erosion from occurring. Grass, agricultural crop or other seeding alone is not stabilization. Mulch materials must achieve approximately 90 percent ground coverage (typically 2 ton/acre). 27. “Standard details” means generic drawings showing a common or repeated construction activity or practice. 28. “Stormwater” is defined under Minn. R. 7077.0105, subp. 41(b), and includes precipitation runoff, stormwater runoff, snowmelt runoff, and any other surface runoff and drainage. 29. “Steep Slopes” means slopes that are 1:3 (V:H) (33.3 percent) or steeper in grade. 30. “Storm Water Pollution Prevention Plan (SWPPP)” means a plan for stormwater discharge that includes all required content under Part III of this Permit and which describes the erosion prevention BMPs, sediment control BMPs and Permanent Stormwater Management Systems that, when implemented, will decrease soil erosion on a parcel of land and decrease off‐site nonpoint pollution. 31. “Surface Water or Waters” means all streams, lakes, ponds, marshes, wetlands, reservoirs, springs, rivers, drainage systems, waterways, watercourses, and irrigation systems whether natural or artificial, public or private, except that surface waters do not include treatment basins or ponds that were constructed from upland. Treatment basins or ponds that were constructed in wetlands and mitigated in accordance with Appendix A.D are also not considered surface waters for purposes of this permit. 32. “Temporary Erosion Protection” means methods employed to prevent erosion during construction activities. Examples of temporary erosion protection include, but are not limited to: straw, wood fiber blanket, wood chips, vegetation, mulch, and rolled erosion control products. 33. “Underground Waters” means water contained below the surface of the earth in the saturated zone including, without limitation, all waters whether under confined, unconfined, or perched conditions, in near surface unconsolidated sediment or regolith, or in rock formations deeper underground. The term ground water shall be synonymous with underground water. Page 34 of 34 Permit No: MN R100001 wq-strm2-68a 34. “Waters of the State” (as defined in Minn. Stat. § 115.01, subd. 22) means all streams, lakes, ponds, marshes, watercourses, waterways, wells, springs, reservoirs, aquifers, irrigation systems, drainage systems and all other bodies or accumulations of water, surface or underground, natural or artificial, public or private, which are contained within, flow through, or border upon the state or any portion thereof. 35. “Water Quality Volume” means one (1) inch of runoff from the new impervious surfaces created by this project (calculated as an instantaneous volume) and is the volume of water to be treated in the Permanent Stormwater Management System, as required by this permit. 36. “Wetland” or “Wetlands” is defined in Minn. R. 7050.0186, subp. 1a.B. and includes those areas that are inundated or saturated by surface water or groundwater at a frequency and duration sufficient to support, and that under normal circumstances do support, a prevalence of vegetation typically adapted for life in saturated soil conditions. Wetlands generally include swamps, marshes, bogs, and similar areas. Constructed wetlands designed for wastewater treatment are not waters of the state. Wetlands must have the following attributes: a. A predominance of hydric soils b. Inundated or saturated by surface water or groundwater at a frequency and duration sufficient to support a prevalence of hydrophytic vegetation typically adapted for life in a saturated soil condition and c. Under normal circumstances support a prevalence of such vegetation. APPENDIX B Notice of Intent and MPCA Coverage Card (pending) APPENDIX C Project Location Maps Carver County GIS ² 0 150 300 450 60075 Feet This map was created using Carver County's Geographic Information Systems (GIS), it is a compilation of information and data from various City, County, State, and Federal offices. This map is not a surveyed or legally recorded map and is intended to be used as a reference. Carver County is not responsible for any inaccuracies contained herein. Map Date: 10/21/2015 WETLAND (DELINEATED) WETLAND (DELINEATED) 30’ 20’ 30’ 25’ WETLAND (DELINEATED) WETLAND BUFFER WETLAND SETBACK WETLANDS NORTH 1-6-2016 V:1938/ACTIVE/193803412/GRAPHICS/LAKE LUCY CONCEPT 7 ANALYIS.IND SITE DEVELOPMENT IMPACTS: PHYSIOGRAPHIC, REGUALTORY & MARKET 1Residential Neighborhood - 8.97 Ac. Lake Lucy Road Chanhassen, MN 0’ 40’ 80’ 160’ LAKE LUCY ROAD Y O S E M I T E A V E . APPENDIX D Training Certifications La k e L u c y R o a d D e v e l o p m e n t P r o j e c t St o r m w a t e r P o l l u t i o n P r e v e n t i o n T r a i n i n g L o g Na m e o f At t e n d e e Co u r s e T i t l e Tr a i n i n g A g e n c y / Or g a n i z a t i o n Da t e o f Tr a i n i n g Tr a i n i n g Lo c a t i o n Ce r t i f i c a t i o n Ex p i r e s Company Se i j a S t r a t t o n Co n s t r u c t i o n I n s t a l l e r Un i v e r s i t y o f M N - E r o s i o n an d S t o r m w a t e r Ma n a g e m e n t Ce r t i f i c a t i o n P r o g r a m Fe b r u a r y 1 9 , 20 1 4 Ma n k a t o 2 0 1 7 S t a n t e c De s i g n o f C o n s t r u c t i o n SW P P P Un i v e r s i t y o f M N - E r o s i o n an d S t o r m w a t e r Ma n a g e m e n t Ce r t i f i c a t i o n P r o g r a m Oc t o b e r 2 9 , 20 1 4 Ar d e n H i l l s 2 0 1 8 S t a n t e c APPENDIX E Project Design Plans APPENDIX F NRCS Custom Soil Resource Report June 20, 2016 United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Carver County, Minnesota Lake Lucy Road Development Natural Resources Conservation Service June 20, 2016 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/portal/ nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (http:// offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means 2 for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................7 Soil Map................................................................................................................8 Legend..................................................................................................................9 Map Unit Legend................................................................................................10 Map Unit Descriptions........................................................................................10 Carver County, Minnesota..............................................................................12 HM—Hamel loam, 0 to 2 percent slopes.....................................................12 KB—Kilkenny-Lester loams, 2 to 6 percent slopes.....................................13 KC—Lester-Kilkenny loams, 6 to 12 percent slopes...................................14 KD—Lester-Kilkenny loams, 12 to 18 percent slopes.................................16 KE2—Lester-Kilkenny loams, 18 to 25 percent slopes, eroded..................18 PM—Klossner muck, 0 to 1 percent slopes................................................19 References............................................................................................................21 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil scientists classified and named the soils in the survey area, they compared the 5 individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil- landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 6 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 7 8 Custom Soil Resource Report Soil Map 49 7 0 2 8 0 49 7 0 3 1 0 49 7 0 3 4 0 49 7 0 3 7 0 49 7 0 4 0 0 49 7 0 4 3 0 49 7 0 4 6 0 49 7 0 4 9 0 49 7 0 2 8 0 49 7 0 3 1 0 49 7 0 3 4 0 49 7 0 3 7 0 49 7 0 4 0 0 49 7 0 4 3 0 49 7 0 4 6 0 49 7 0 4 9 0 455490 455520 455550 455580 455610 455640 455670 455700 455730 455760 455790 455820 455490 455520 455550 455580 455610 455640 455670 455700 455730 455760 455790 455820 44° 53' 11'' N 93 ° 3 3 ' 4 9 ' ' W 44° 53' 11'' N 93 ° 3 3 ' 3 3 ' ' W 44° 53' 3'' N 93 ° 3 3 ' 4 9 ' ' W 44° 53' 3'' N 93 ° 3 3 ' 3 3 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 15N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,650 if printed on A landscape (11" x 8.5") sheet. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Carver County, Minnesota Survey Area Data: Version 12, Sep 18, 2015 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 26, 2014—Sep 7, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 9 Map Unit Legend Carver County, Minnesota (MN019) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI HM Hamel loam, 0 to 2 percent slopes 1.6 19.4% KB Kilkenny-Lester loams, 2 to 6 percent slopes 1.2 15.2% KC Lester-Kilkenny loams, 6 to 12 percent slopes 3.3 40.2% KD Lester-Kilkenny loams, 12 to 18 percent slopes 0.8 9.6% KE2 Lester-Kilkenny loams, 18 to 25 percent slopes, eroded 1.0 11.6% PM Klossner muck, 0 to 1 percent slopes 0.3 4.0% Totals for Area of Interest 8.2 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially Custom Soil Resource Report 10 where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha- Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 11 Carver County, Minnesota HM—Hamel loam, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2tsjw Elevation: 690 to 1,840 feet Mean annual precipitation: 24 to 37 inches Mean annual air temperature: 43 to 52 degrees F Frost-free period: 140 to 180 days Farmland classification: Prime farmland if drained Map Unit Composition Hamel and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Hamel Setting Landform: Ground moraines Landform position (three-dimensional): Dip Down-slope shape: Concave, linear Across-slope shape: Linear, concave Parent material: Fine-loamy colluvium over loamy till Typical profile Ap - 0 to 10 inches: loam A - 10 to 24 inches: loam Btg - 24 to 46 inches: clay loam Cg - 46 to 79 inches: clay loam Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Poorly drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.20 to 2.00 in/hr) Depth to water table: About 0 to 8 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 20 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: High (about 10.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C/D Other vegetative classification: Level Swale, Neutral (G103XS001MN) Minor Components Terril Percent of map unit: 10 percent Landform: Ground moraines Custom Soil Resource Report 12 Landform position (two-dimensional): Footslope, toeslope Landform position (three-dimensional): Dip Down-slope shape: Concave Across-slope shape: Linear Other vegetative classification: Sloping Upland, Neutral (G103XS002MN) Glencoe Percent of map unit: 5 percent Landform: Ground moraines Down-slope shape: Concave Across-slope shape: Concave Ecological site: Pothole Marsh (R103XY002MN) Other vegetative classification: Ponded If Not Drained (G103XS013MN) KB—Kilkenny-Lester loams, 2 to 6 percent slopes Map Unit Setting National map unit symbol: f9j1 Elevation: 700 to 1,600 feet Mean annual precipitation: 23 to 35 inches Mean annual air temperature: 43 to 50 degrees F Frost-free period: 155 to 200 days Farmland classification: All areas are prime farmland Map Unit Composition Kilkenny and similar soils: 60 percent Lester and similar soils: 40 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Kilkenny Setting Landform: Moraines Landform position (two-dimensional): Backslope Down-slope shape: Linear Across-slope shape: Linear Parent material: Till Typical profile Ap - 0 to 11 inches: loam Bt - 11 to 35 inches: clay loam 2Bk,2C - 35 to 80 inches: loam Properties and qualities Slope: 2 to 6 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to 0.60 in/hr) Depth to water table: About 20 inches Frequency of flooding: None Custom Soil Resource Report 13 Frequency of ponding: None Calcium carbonate, maximum in profile: 20 percent Gypsum, maximum in profile: 1 percent Available water storage in profile: High (about 10.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C/D Other vegetative classification: Sloping Upland, Acid (G103XS006MN) Description of Lester Setting Landform: Moraines Landform position (two-dimensional): Backslope Down-slope shape: Linear Across-slope shape: Linear Parent material: Till Typical profile Ap - 0 to 8 inches: loam Bt - 8 to 35 inches: clay loam BC - 35 to 40 inches: clay loam C - 40 to 60 inches: loam Properties and qualities Slope: 2 to 5 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr) Depth to water table: About 43 to 47 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 20 percent Gypsum, maximum in profile: 1 percent Available water storage in profile: High (about 10.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B Other vegetative classification: Sloping Upland, Acid (G103XS006MN) KC—Lester-Kilkenny loams, 6 to 12 percent slopes Map Unit Setting National map unit symbol: f9j3 Elevation: 700 to 1,600 feet Mean annual precipitation: 23 to 35 inches Custom Soil Resource Report 14 Mean annual air temperature: 43 to 50 degrees F Frost-free period: 155 to 200 days Farmland classification: Farmland of statewide importance Map Unit Composition Lester and similar soils: 60 percent Kilkenny and similar soils: 40 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Lester Setting Landform: Moraines Landform position (two-dimensional): Backslope Down-slope shape: Linear Across-slope shape: Linear Parent material: Till Typical profile Ap - 0 to 7 inches: loam Bt - 7 to 38 inches: clay loam Bk - 38 to 60 inches: loam C - 60 to 80 inches: loam Properties and qualities Slope: 6 to 12 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 25 percent Gypsum, maximum in profile: 1 percent Available water storage in profile: High (about 10.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B Other vegetative classification: Sloping Upland, Acid (G103XS006MN) Description of Kilkenny Setting Landform: Moraines Landform position (two-dimensional): Backslope Down-slope shape: Linear Across-slope shape: Linear Parent material: Till Typical profile Ap - 0 to 9 inches: loam Bt - 9 to 53 inches: clay loam 2BC,2C - 53 to 80 inches: loam Custom Soil Resource Report 15 Properties and qualities Slope: 6 to 12 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to 0.60 in/hr) Depth to water table: About 30 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 20 percent Gypsum, maximum in profile: 1 percent Available water storage in profile: High (about 10.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Other vegetative classification: Sloping Upland, Acid (G103XS006MN) KD—Lester-Kilkenny loams, 12 to 18 percent slopes Map Unit Setting National map unit symbol: f9j5 Elevation: 700 to 1,600 feet Mean annual precipitation: 23 to 35 inches Mean annual air temperature: 43 to 50 degrees F Frost-free period: 155 to 200 days Farmland classification: Not prime farmland Map Unit Composition Lester and similar soils: 60 percent Kilkenny and similar soils: 40 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Lester Setting Landform: Moraines Landform position (two-dimensional): Shoulder Down-slope shape: Convex Across-slope shape: Convex Parent material: Till Typical profile Ap - 0 to 7 inches: loam Bt - 7 to 38 inches: clay loam Bk - 38 to 60 inches: loam C - 60 to 80 inches: loam Custom Soil Resource Report 16 Properties and qualities Slope: 12 to 18 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 25 percent Gypsum, maximum in profile: 1 percent Available water storage in profile: High (about 10.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Other vegetative classification: Sloping; Fine Texture (G103XS023MN) Description of Kilkenny Setting Landform: Moraines Landform position (two-dimensional): Shoulder Down-slope shape: Convex Across-slope shape: Convex Parent material: Till Typical profile Ap - 0 to 9 inches: loam Bt - 9 to 53 inches: clay loam 2BC,2C - 53 to 80 inches: loam Properties and qualities Slope: 12 to 18 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to 0.60 in/hr) Depth to water table: About 30 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 20 percent Gypsum, maximum in profile: 1 percent Available water storage in profile: High (about 10.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Other vegetative classification: Sloping; Fine Texture (G103XS023MN) Custom Soil Resource Report 17 KE2—Lester-Kilkenny loams, 18 to 25 percent slopes, eroded Map Unit Setting National map unit symbol: f9j7 Elevation: 700 to 1,600 feet Mean annual precipitation: 23 to 35 inches Mean annual air temperature: 43 to 50 degrees F Frost-free period: 155 to 200 days Farmland classification: Not prime farmland Map Unit Composition Lester, eroded, and similar soils: 60 percent Kilkenny, eroded, and similar soils: 40 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Lester, Eroded Setting Landform: Moraines Landform position (two-dimensional): Shoulder Down-slope shape: Convex Across-slope shape: Convex Parent material: Till Typical profile A - 0 to 5 inches: loam BE,Bt - 5 to 34 inches: clay loam Bk - 34 to 60 inches: loam C - 60 to 80 inches: loam Properties and qualities Slope: 18 to 25 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 25 percent Gypsum, maximum in profile: 1 percent Available water storage in profile: High (about 10.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: B Other vegetative classification: Steep; Fine Texture (G103XS017MN) Custom Soil Resource Report 18 Description of Kilkenny, Eroded Setting Landform: Moraines Landform position (two-dimensional): Shoulder Down-slope shape: Convex Across-slope shape: Convex Parent material: Till Typical profile A - 0 to 7 inches: loam Bt - 7 to 31 inches: clay loam 2Bk,2C - 31 to 80 inches: loam Properties and qualities Slope: 18 to 25 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to 0.60 in/hr) Depth to water table: About 30 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 20 percent Gypsum, maximum in profile: 1 percent Available water storage in profile: High (about 10.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: C Other vegetative classification: Steep; Fine Texture (G103XS017MN) PM—Klossner muck, 0 to 1 percent slopes Map Unit Setting National map unit symbol: 2s8wz Elevation: 690 to 1,840 feet Mean annual precipitation: 24 to 37 inches Mean annual air temperature: 43 to 52 degrees F Frost-free period: 140 to 180 days Farmland classification: Farmland of statewide importance Map Unit Composition Klossner, drained, and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Custom Soil Resource Report 19 Description of Klossner, Drained Setting Landform: Depressions Down-slope shape: Concave Across-slope shape: Concave Parent material: Organic material over alluvium Typical profile Oap - 0 to 9 inches: muck Oa - 9 to 27 inches: muck 2A - 27 to 46 inches: silty clay loam 2Cg - 46 to 79 inches: silty clay loam Properties and qualities Slope: 0 to 1 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Very poorly drained Capacity of the most limiting layer to transmit water (Ksat): Moderately low to high (0.06 to 2.00 in/hr) Depth to water table: About 0 to 6 inches Frequency of flooding: None Frequency of ponding: Occasional Calcium carbonate, maximum in profile: 20 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: High (about 11.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3w Hydrologic Soil Group: C/D Other vegetative classification: Organic (G103XS014MN) Minor Components Canisteo Percent of map unit: 5 percent Landform: Ground moraines, rims on depressions Landform position (three-dimensional): Talf Down-slope shape: Linear, concave Across-slope shape: Linear Ecological site: Loamy Wet Prairie (R103XY001MN) Other vegetative classification: Ponded If Not Drained (G103XS013MN) Okoboji Percent of map unit: 5 percent Landform: Depressions Down-slope shape: Concave Across-slope shape: Concave Ecological site: Pothole Marsh (R103XY002MN) Other vegetative classification: Ponded If Not Drained (G103XS013MN) Custom Soil Resource Report 20 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http://www.nrcs.usda.gov/wps/ portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 21 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 22 APPENDIX G Project Drainage Report June 8, 2016 Drainage Report Lake Lucy Road Prepared for: Yosemite Holdings, INC Prepared by: Peter Allen June 8, 2016 Stantec Consulting Ltd. DRAINAGE REPORT June 8, 2016 ap v:\1938\active\193803412\design\stormwater\16-06-08 submittal\193803412_lakelucy_drainage_memo_160608.docx 1 A drainage analysis was completed for the proposed Lake Lucy Road project located northwest of the intersection of Lake Lucy Road and Yosemite Ave in Chanhassen, Minnesota. The proposed development will included 12 single family home lots with a new roadway and utilities. The following is a summary of the stormwater analysis completed for this development. Summary of Site Drainage Existing Conditions Under the existing conditions, the 9.0 arce site, which has a total drainage area of approximately 13.5 acres, is divided by a natural ridge that cuts the site approximately in half. This divide is also the hydrologic boundary between Minnehaha Creek Watershed District (MCWD) to the north and Riley Purgatory Bluff Creek Watershed District (RPBCWD) to the south. The north half of the site drains to two existing wetlands. These wetlands are connected by an overland spillway. Approximately 4 acres from off-site land to the north drains to the north wetland. The south half of the site drains to an existing culvert that flows to the south across Lake Lucy Road. The site is primarily wooded with 3 single family homes located on the southern side of the site. Proposed Conditions Proposed conditions will include the construction of 12 single family homes, a new roadway, and new utilities. The general drainage patterns will remain with the northern portion of the site draining to the two wetlands and the southern portion of the site draining to a proposed biofiltration basin to the south. Runoff from the roadway will be treated by biofiltration basins. The majority of pervious surfaces of the site will be turf, with the northwest corner being kept as woods. An emergency outflow pipe will be placed at the south end of Wetland East to provide additional outflow capacity during storm events that exceed the 100-yr, 24-hr event. Design Criteria Criteria and assumptions made for this analysis: • Peak runoff rates not to increase for the 2-, 10-, and 100-yr, 24-hr storm events. • Rainfall depths using Atlas 14 Riley-Purgatory Bluff Creek Watershed District (RPBCWD) nested distribution. Rainfall Event Rainfall Depth (in) 2-yr 2.87 10-yr 4.27 100-yr 7.41 • Minimum time of concentration was assumed to be 6 minutes. • Water quality requirement must meet NURP criteria (90% Total Suspended Solids (TSS) removal and 60% Total Phosphorus (TP) removal) • Infiltration: Due to the presence of Hydrologic Soil Group (HSG) Type D soils, infiltration is not recommended for this site. Peak Rate Control The following table summarizes the peak flow rates for each drainage area for the 2, 10, and 100-yr, 24-hr storm events under existing and proposed conditions. Based on the analysis the DRAINAGE REPORT June 8, 2016 ap v:\1938\active\193803412\design\stormwater\16-06-08 submittal\193803412_lakelucy_drainage_memo_160608.docx 2 proposed stormwater management meets the City’s requirements for peak rate control. Refer to the attached drainage area map and HydroCAD output information for further details. Rate Control Summary Storm Event Existing Condition (cfs) Proposed Condition (cfs) 2-yr 5.0 1.8 10-yr 9.6 4.9 100-yr 15.4 15.0 Runoff Volume The city is requiring that runoff volumes flow south cannot increase under proposed conditions. To achieve this, the on-site drainage area flowing south has been decreased from 3.70 acres with a composite CN of 79 to 2.63 acres with a composite CN of 85. The attached Figure 3 and 4 show a breakdown of the drainage areas flowing south. Below is a summary of the total on-site runoff volumes flowing south. Refer to the attached HydroCAD output for further details. Runoff Volumes Flowing South Storm Event Existing (ac-ft) Proposed (ac-ft) 2-yr 0.337 0.324 10-yr 0.674 0.592 100-yr 1.530 1.237 To provide addition volume reduction, the draintile within Biofiltration Basin 3 will be elevated to the maximum extent practicable (0.24 ft for type D soils) based on the MN Stormwater Manual. This will provide an additional 360 ft3 (0.008 ac-ft) of volume reductions assuming a 40% voids ratio. Water Quality Since infiltration is not feasible on the site, NURP water quality standards (90% TSS removal and 60% TP removal) were met. To achieve these standards biofiltration basins will be utilized. The software modeling program P8 was used to perform the necessary water quality calculations. Drainage areas for each outfall included some portions from offsite areas and undisturbed on- site areas. These areas were included in the analysis, but sediment loadings were removed to appropriately analyze the land disturbance drainage. The default particle filtration rate in the P8 was modified to achieve similar removal rates to those in the Minnesota Stormwater Manual. Below is a detail summary of the removal rates for each feature. Biofiltration basins 1 and 2 will include iron-enhance sand to improve the TP removal rates. Biofiltration basins 3 and 4 show a TP removal rate of over 60%, which is likely not the case since these basin will not have iron enhance sand. The TP removal rates of these basins were modified to achieve 44%. DRAINAGE REPORT June 8, 2016 ap v:\1938\active\193803412\design\stormwater\16-06-08 submittal\193803412_lakelucy_drainage_memo_160608.docx 3 Water Quality Summary TSS TP Developed Condition, lbs/yr 894.0 3.34 Required Removal, % 90% 60% Required Removal, lbs/yr 804.6 2.00 Proposed Removal, lbs/yr 810.0 2.20 Proposed Removal, % 90.6% 66.0% Basin Removal, lbs/yr Loading Removal Loading Removal Biofiltration 1 571.6 525.6 1.90 1.44 Biofiltration 2 22.0 17.3 0.18 0.11 Biofiltration 3 121.8 100.7 0.62 0.27* Biofiltration 4 138.1 119.4 0.50 0.22* Biofiltration 5 13.6 5.9 0.10 0.03 Biofiltration 6 60.8 32.2 0.31 0.08 Biofiltration 7 28.0 8.9 0.20 0.05 *TP removal rates modified to 44% Treatment Volume Calculation The table below summarized the water quality volume (WQV) for each biofiltration basin using 1.1-inches over the new impervious surface. The proposed site has 2.37 acres of new impervious surface, which equates to 9,463 ft3 of required WQV. The biofiltration basins provide a total of 10,026 ft3 Water Quality Volume Summary Biofiltration Basin Impervious Area (ac) WQV (ft3) Provided Volume (ft3) 1 0.81 3,234 1,835 2 3,253 3 0.83 3,314 4,049 4 0.36 1,437 246 5 240 6 0.37 1,477 213 7 190 Totals 2.37 9,463 10,026 Attachments: Figure 1 – Existing Drainage Area Map Figure 2 – Proposed Drainage Area Map Figure 3 – Existing Drainage Map – Land Cover to South Figure 4 – Proposed Drainage Map – Land Cover to South HydroCAD Output P8 Output DRAINAGE AREA MAPS EXISTING BITUMINOUS TRAIL EXISTING BITUMINOUS TRAILCB=999.18 INV N=6.30 INV S=6.41 CB=998.44INVN=8.4 INV S=8.45 18"CULVERT INV=993.49 SAN MH=1021.12INVE=1007.94 INV W=1007.96 G -B G - B G-BG-B >>>>> S-7 ELEV=1029.2 SB ELEV=1028.7 SB ELEV=1028.7 B-6 ELEV=1009.4 B-8 ELEV=1011.3 B-5 ELEV=1017.5 B-4 ELEV=1010.20 B-3 ELEV=1008.08 B-2 ELEV=1007.88 B-1 ELEV=1009.90 B-10 ELEV=1004.52 OHP OHP OHP OHP OHP OHP O H P O H P O H P O H P O H P O H P O H P O H P O H P E-4 OS3 OS1 WETLAND NORTH WETLAND EAST DATE:PROJ. NO.: Pl o t D a t e : 0 6 / 0 8 / 2 0 1 6 - 2 : 1 4 p m Dr a w i n g n a m e : V : \ 1 9 3 8 \ a c t i v e \ 1 9 3 8 0 3 4 1 2 \ C A D \ D w g \ 1 9 3 8 0 3 4 1 2 _ D r a i n a g e . d w g Xr e f s : , 1 9 3 8 0 3 4 1 2 X S N O , 1 9 3 8 0 3 4 1 2 X S X V , 1 9 3 8 0 3 4 1 2 X B R D , 1 9 3 8 0 3 4 1 2 X S N V , 1 9 3 8 0 3 4 1 2 X S X T , 1 9 3 8 0 3 4 1 2 X S N Z , 1 9 3 8 0 3 4 9 3 X B R D , L I D A R C o n t o u r s , 1 9 3 8 0 3 4 1 2 X S N U 2335 Highway 36 W St. Paul, MN 55113 www.stantec.com EXISTING DRAINAGE AREAS YOSEMITE HOLDINGS LLC LAKE LUCY ROAD 06/08/2016 193803412 FIGURE1 DRAINAGE AREAS DA ID AREA (AC)IMPERVIOUS (AC) E-1 3.70 0.14 E-2 1.66 0.22 E-3 2.98 0.0 E-4 0.23 0.0 OS-1 0.94 0.33 OS-3 3.97 0.18 TOTAL 13.48 0.87 N 0 60 120 30.0 0' 5 5 .6 1 '94.97' 90.01' 92.11' 131.52' 9 0 ' 9 0 .3 7 ' 5 9 .8 3 ' 3 7 .0 3 ' 98.55' 207.93' 101.11' 143.59' 136.42' 1 0 1 .1 1 ' 1 1 0 .9 4 ' 4 5 . 6 5 ' 27.14' 4 8 . 8 4 ' 1 0 1 .1 1 ' 9 0 .1 6 ' 9 4 .6 0 ' 170.39' 174.57' 97.34' 80' 5 .3 5 ' 2 3 6 .6 0 ' 3 6 .3 2 ' 2 0 0 ' 110' 90'91.95'92.10'162.50' 1 3 7 .8 9 ' 2 1 5 .2 4 ' 1 9 5 .9 0 ' 1 5 7 .6 8 ' 141.51' 5 6 .0 5 ' 5 8 .9 6 ' 8 6 . 2 8 ' 1 7.2 1' 40.88' 1 8.1 6' 38.22' 5 3 .9 4 ' 3 6 .7 8' 1 5 4 .3 3 ' 70' 70' 7 0 ' 7 0 ' 70' 70' 7 0 ' 80' 7 0 ' 7 0 ' 70' 80' 8 0 ' 80' 70' 7 0 ' 8 0 ' 110'AT FYSB 1 0 2 .8 5 ' A T F Y S B 1 0 0 .3 2 ' A T F Y S B 8 0 ' 70' 8 0 ' 70' 7 5 ' 80' 1 4 . 1 9 ' 1 1 .9 5 ' 2 2 4 .7 2 ' 1 2 .1 4 ' EXISTING BITUMINOUS TRAIL EXISTING BITUMINOUS TRAILCB=999.18 INV N=6.30 INV S=6.41 CB=998.44INVN=8.4 INV S=8.45 18"CULVERT INV=993.49 SAN MH=1021.12INVE=1007.94 INV W=1007.96 G -B G - B G-BG-B >>>>> S-7 ELEV=1029.2 SB ELEV=1028.7 SB ELEV=1028.7 B-6 ELEV=1009.4 B-8 ELEV=1011.3 B-5 ELEV=1017.5 B-4 ELEV=1010.20 B-3 ELEV=1008.08 B-2 ELEV=1007.88 B-1 ELEV=1009.90 B-10 ELEV=1004.52 OHP OHP OHP OHP OHP OHP O H P O H P O H P O H P O H P O H P O H P O H P O H P 4 :1 FL1011.0 FL13.53 FL12.03 1.4% FL 10.53 6%FL10.38 FL10.57 TC 1014.22 TC TC .6% FL18.28 FL 18.78 FL 19.28 FL 19.78 FL HP19.67 FL19.00 1.2%3 % 3 % 3 % 3 % FL 15.03 3 .9 3 % 1 0 2 2 FL 18.00 FL 19.00 1% 1 % 1 .3 % 1 0 2 4 1 0 2 0 1 0 2 2 1 0 2 0 1 0 2 2 2 % 2 % 2 % 1015.0 2% 2% 2% 2 % 2% 8 % 8 % 2 % 2 % 2 % 8 % EO F 1 0 0 7 . 3 7 EOF 1008.0 EOF 1006.0 1005.5 1005.5 P04 P-5 OS3 OS1 WETLAND NORTH WETLAND EAST > > l l l l > > l > > l >l l l l l l >>l l l l l l > > > > > > > > > > > l l l >> > > > > > > > > > > > > > > > l l l l l l l l l l l l l l l l l >> > > > > BIOFILTRATION BASIN 1 BIOFILTRATION BASIN 3 BIOFILTRATION BASIN 5 BIOFILTRATION BASIN 6 BIOFILTRATION BASIN 7 DATE:PROJ. NO.: Pl o t D a t e : 0 6 / 0 8 / 2 0 1 6 - 2 : 1 6 p m Dr a w i n g n a m e : V : \ 1 9 3 8 \ a c t i v e \ 1 9 3 8 0 3 4 1 2 \ C A D \ D w g \ 1 9 3 8 0 3 4 1 2 _ D r a i n a g e . d w g Xr e f s : , 1 9 3 8 0 3 4 1 2 X S N O , 1 9 3 8 0 3 4 1 2 X S X V , 1 9 3 8 0 3 4 1 2 X B R D , 1 9 3 8 0 3 4 1 2 X S N V , 1 9 3 8 0 3 4 1 2 X S X T , 1 9 3 8 0 3 4 1 2 X S N Z , 1 9 3 8 0 3 4 9 3 X B R D , L I D A R C o n t o u r s , 1 9 3 8 0 3 4 1 2 X S N U 2335 Highway 36 W St. Paul, MN 55113 www.stantec.com PROPOSED DRAINAGE AREAS YOSEMITE HOLDINGS LLC LAKE LUCY ROAD 06/08/2016 193803412 FIGURE2 DRAINAGE AREAS DA ID AREA (AC)IMPERVIOUS (AC) P01 2.63 0.83 P02A 0.34 0.03 P02B 0.89 0.20 P03 0.90 0.00 P04 0.78 0.40 P05 0.33 0.17 P06 0.47 0.21 P07 0.15 0.15 P08 1.28 0.37 P09 0.74 0.21 P10 0.06 0.00 OS1 0.94 0.33 OS3 3.97 0.18 TOTAL 13.48 3.08 DRAFT HYDROCAD OUTPUT E01 E02 E03 E04 OS1 OS3 8R Off-site 5P Existing Culvert 6P Wetland East 7P Wetland North Routing Diagram for 193803412_Existing_160603 Prepared by Stantec Consulting Ltd., Printed 6/8/2016 HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Subcat Reach Pond Link You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"193803412_Existing_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 2HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E01: Runoff =4.00 cfs @ 12.29 hrs, Volume=0.337 af, Depth=1.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac)CN Description 1.020 80 >75% Grass cover, Good, HSG D 2.540 77 Woods, Good, HSG D 0.140 98 Paved parking, HSG D 3.700 79 Weighted Average 3.560 78 96.22% Pervious Area 0.140 98 3.78% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 16.7 165 0.1200 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 4.2 305 0.0590 1.21 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 20.9 470 Total Summary for Subcatchment E02: Runoff =3.31 cfs @ 12.15 hrs, Volume=0.195 af, Depth=1.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac)CN Description 1.240 79 Woods/grass comb., Good, HSG D 0.220 98 Paved roads w/curbs & sewers, HSG D 0.200 98 Water Surface, 0% imp, HSG D 1.660 84 Weighted Average 1.440 82 86.75% Pervious Area 0.220 98 13.25% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 8.0 60 0.1000 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 2.8 215 0.0650 1.27 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 10.8 275 Total You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"193803412_Existing_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 3HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E03: Runoff =4.27 cfs @ 12.29 hrs, Volume=0.350 af, Depth=1.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac)CN Description 0.600 80 >75% Grass cover, Good, HSG D 1.620 79 Woods/grass comb., Good, HSG D 0.760 98 Water Surface, 0% imp, HSG D 2.980 84 Weighted Average 2.980 84 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 17.8 180 0.1220 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 3.2 175 0.0340 0.92 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.0 355 Total Summary for Subcatchment E04: Runoff =0.43 cfs @ 12.11 hrs, Volume=0.022 af, Depth=1.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac)CN Description 0.230 80 >75% Grass cover, Good, HSG D 0.230 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 7.6 110 0.0545 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Summary for Subcatchment OS1: Runoff =1.00 cfs @ 12.39 hrs, Volume=0.095 af, Depth=1.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"193803412_Existing_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 4HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Area (ac)CN Description 0.610 72 Woods/grass comb., Good, HSG C 0.330 98 Paved roads w/curbs & sewers, HSG C 0.940 81 Weighted Average 0.610 72 64.89% Pervious Area 0.330 98 35.11% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 26.9 250 0.0840 0.15 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 0.1 15 0.1300 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 27.0 265 Total Summary for Subcatchment OS3: Runoff =4.56 cfs @ 12.30 hrs, Volume=0.382 af, Depth=1.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac)CN Description 3.790 79 Woods/grass comb., Good, HSG D 0.180 98 Paved parking, HSG D 3.970 80 Weighted Average 3.790 79 95.47% Pervious Area 0.180 98 4.53% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 17.8 180 0.1220 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 3.2 175 0.0340 0.92 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.0 355 Total Summary for Reach 8R: Off-site Inflow Area =4.870 ac,9.65% Impervious, Inflow Depth = 1.12" for 2y 24hr event Inflow =5.02 cfs @ 12.34 hrs, Volume=0.455 af Outflow =5.02 cfs @ 12.35 hrs, Volume=0.455 af, Atten= 0%, Lag= 0.6 min Routing by Sim-Route method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"193803412_Existing_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 5HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Pond 5P: Existing Culvert Inflow Area =4.640 ac,10.13% Impervious, Inflow Depth = 1.12" for 2y 24hr event Inflow =4.93 cfs @ 12.31 hrs, Volume=0.433 af Outflow =4.87 cfs @ 12.35 hrs, Volume=0.433 af, Atten= 1%, Lag= 2.2 min Primary =4.87 cfs @ 12.35 hrs, Volume=0.433 af Routing by Sim-Route method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 994.58' @ 12.35 hrs Surf.Area= 958 sf Storage= 377 cf Plug-Flow detention time= 0.8 min calculated for 0.432 af (100% of inflow) Center-of-Mass det. time= 0.8 min ( 848.9 - 848.1 ) Volume Invert Avail.Storage Storage Description #1 993.49'14,756 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 993.49 0 0 0 994.00 186 47 47 996.00 2,860 3,046 3,093 998.00 8,803 11,663 14,756 Device Routing Invert Outlet Devices #1 Primary 993.49'18.0" Round Culvert L= 23.0' Ke= 0.500 Inlet / Outlet Invert= 993.49' / 992.88' S= 0.0265 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=4.87 cfs @ 12.35 hrs HW=994.58' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 4.87 cfs @ 3.55 fps) Summary for Pond 6P: Wetland East Inflow =3.31 cfs @ 12.15 hrs, Volume=0.195 af Outflow =0.00 cfs @ 0.00 hrs, Volume=0.000 af, Atten= 100%, Lag= 0.0 min Primary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Sim-Route method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 1,004.00' @ 24.61 hrs Surf.Area= 6,608 sf Storage= 8,496 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 1,002.00'145,305 cf Custom Stage Data (Prismatic) Listed below (Recalc) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"193803412_Existing_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 6HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,002.00 1,907 0 0 1,004.00 6,618 8,525 8,525 1,006.00 13,714 20,332 28,857 1,008.00 26,367 40,081 68,938 1,010.00 50,000 76,367 145,305 Device Routing Invert Outlet Devices #1 Primary 1,006.60'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,002.00' TW=1,003.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 7P: Wetland North Inflow =8.83 cfs @ 12.30 hrs, Volume=0.732 af Outflow =0.00 cfs @ 0.00 hrs, Volume=0.000 af, Atten= 100%, Lag= 0.0 min Primary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Sim-Route method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 1,004.83' @ 25.21 hrs Surf.Area= 28,991 sf Storage= 31,870 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 1,003.00'201,098 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,003.00 9,180 0 0 1,004.00 16,694 12,937 12,937 1,006.00 46,368 63,062 75,999 1,008.00 78,731 125,099 201,098 Device Routing Invert Outlet Devices #1 Primary 1,006.70'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,003.00' TW=1,002.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"193803412_Existing_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 7HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E01: Runoff =8.45 cfs @ 12.29 hrs, Volume=0.674 af, Depth=2.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac)CN Description 1.020 80 >75% Grass cover, Good, HSG D 2.540 77 Woods, Good, HSG D 0.140 98 Paved parking, HSG D 3.700 79 Weighted Average 3.560 78 96.22% Pervious Area 0.140 98 3.78% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 16.7 165 0.1200 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 4.2 305 0.0590 1.21 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 20.9 470 Total Summary for Subcatchment E02: Runoff =6.28 cfs @ 12.15 hrs, Volume=0.361 af, Depth=2.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac)CN Description 1.240 79 Woods/grass comb., Good, HSG D 0.220 98 Paved roads w/curbs & sewers, HSG D 0.200 98 Water Surface, 0% imp, HSG D 1.660 84 Weighted Average 1.440 82 86.75% Pervious Area 0.220 98 13.25% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 8.0 60 0.1000 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 2.8 215 0.0650 1.27 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 10.8 275 Total You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"193803412_Existing_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 8HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E03: Runoff =8.14 cfs @ 12.29 hrs, Volume=0.648 af, Depth=2.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac)CN Description 0.600 80 >75% Grass cover, Good, HSG D 1.620 79 Woods/grass comb., Good, HSG D 0.760 98 Water Surface, 0% imp, HSG D 2.980 84 Weighted Average 2.980 84 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 17.8 180 0.1220 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 3.2 175 0.0340 0.92 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.0 355 Total Summary for Subcatchment E04: Runoff =0.88 cfs @ 12.11 hrs, Volume=0.043 af, Depth=2.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac)CN Description 0.230 80 >75% Grass cover, Good, HSG D 0.230 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 7.6 110 0.0545 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Summary for Subcatchment OS1: Runoff =2.02 cfs @ 12.38 hrs, Volume=0.184 af, Depth=2.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"193803412_Existing_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 9HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Area (ac)CN Description 0.610 72 Woods/grass comb., Good, HSG C 0.330 98 Paved roads w/curbs & sewers, HSG C 0.940 81 Weighted Average 0.610 72 64.89% Pervious Area 0.330 98 35.11% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 26.9 250 0.0840 0.15 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 0.1 15 0.1300 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 27.0 265 Total Summary for Subcatchment OS3: Runoff =9.41 cfs @ 12.29 hrs, Volume=0.750 af, Depth=2.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac)CN Description 3.790 79 Woods/grass comb., Good, HSG D 0.180 98 Paved parking, HSG D 3.970 80 Weighted Average 3.790 79 95.47% Pervious Area 0.180 98 4.53% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 17.8 180 0.1220 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 3.2 175 0.0340 0.92 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.0 355 Total Summary for Reach 8R: Off-site Inflow Area =4.870 ac,9.65% Impervious, Inflow Depth = 2.22" for 10y 24hr event Inflow =9.58 cfs @ 12.39 hrs, Volume=0.901 af Outflow =9.58 cfs @ 12.40 hrs, Volume=0.901 af, Atten= 0%, Lag= 0.6 min Routing by Sim-Route method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"193803412_Existing_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 10HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Pond 5P: Existing Culvert Inflow Area =4.640 ac,10.13% Impervious, Inflow Depth = 2.22" for 10y 24hr event Inflow =10.33 cfs @ 12.30 hrs, Volume=0.858 af Outflow =9.35 cfs @ 12.40 hrs, Volume=0.858 af, Atten= 9%, Lag= 5.9 min Primary =9.35 cfs @ 12.40 hrs, Volume=0.858 af Routing by Sim-Route method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 995.45' @ 12.40 hrs Surf.Area= 2,122 sf Storage= 1,719 cf Plug-Flow detention time= 1.4 min calculated for 0.858 af (100% of inflow) Center-of-Mass det. time= 1.4 min ( 815.3 - 813.9 ) Volume Invert Avail.Storage Storage Description #1 993.49'14,756 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 993.49 0 0 0 994.00 186 47 47 996.00 2,860 3,046 3,093 998.00 8,803 11,663 14,756 Device Routing Invert Outlet Devices #1 Primary 993.49'18.0" Round Culvert L= 23.0' Ke= 0.500 Inlet / Outlet Invert= 993.49' / 992.88' S= 0.0265 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=9.35 cfs @ 12.40 hrs HW=995.45' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 9.35 cfs @ 5.29 fps) Summary for Pond 6P: Wetland East Inflow =6.28 cfs @ 12.15 hrs, Volume=0.361 af Outflow =0.00 cfs @ 0.00 hrs, Volume=0.000 af, Atten= 100%, Lag= 0.0 min Primary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Sim-Route method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 1,004.88' @ 24.61 hrs Surf.Area= 9,743 sf Storage= 15,730 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 1,002.00'145,305 cf Custom Stage Data (Prismatic) Listed below (Recalc) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"193803412_Existing_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 11HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,002.00 1,907 0 0 1,004.00 6,618 8,525 8,525 1,006.00 13,714 20,332 28,857 1,008.00 26,367 40,081 68,938 1,010.00 50,000 76,367 145,305 Device Routing Invert Outlet Devices #1 Primary 1,006.60'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,002.00' TW=1,003.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 7P: Wetland North Inflow =17.55 cfs @ 12.29 hrs, Volume=1.398 af Outflow =0.00 cfs @ 0.00 hrs, Volume=0.000 af, Atten= 100%, Lag= 0.0 min Primary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Sim-Route method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 1,005.66' @ 25.21 hrs Surf.Area= 41,256 sf Storage= 60,904 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 1,003.00'201,098 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,003.00 9,180 0 0 1,004.00 16,694 12,937 12,937 1,006.00 46,368 63,062 75,999 1,008.00 78,731 125,099 201,098 Device Routing Invert Outlet Devices #1 Primary 1,006.70'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,003.00' TW=1,002.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"193803412_Existing_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 12HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E01: Runoff =17.96 cfs @ 12.28 hrs, Volume=1.530 af, Depth=4.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac)CN Description 1.020 80 >75% Grass cover, Good, HSG D 2.540 77 Woods, Good, HSG D 0.140 98 Paved parking, HSG D 3.700 79 Weighted Average 3.560 78 96.22% Pervious Area 0.140 98 3.78% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 16.7 165 0.1200 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 4.2 305 0.0590 1.21 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 20.9 470 Total Summary for Subcatchment E02: Runoff =12.12 cfs @ 12.14 hrs, Volume=0.765 af, Depth=5.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac)CN Description 1.240 79 Woods/grass comb., Good, HSG D 0.220 98 Paved roads w/curbs & sewers, HSG D 0.200 98 Water Surface, 0% imp, HSG D 1.660 84 Weighted Average 1.440 82 86.75% Pervious Area 0.220 98 13.25% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 8.0 60 0.1000 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 2.8 215 0.0650 1.27 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 10.8 275 Total You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"193803412_Existing_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 13HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E03: Runoff =15.88 cfs @ 12.27 hrs, Volume=1.373 af, Depth=5.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac)CN Description 0.600 80 >75% Grass cover, Good, HSG D 1.620 79 Woods/grass comb., Good, HSG D 0.760 98 Water Surface, 0% imp, HSG D 2.980 84 Weighted Average 2.980 84 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 17.8 180 0.1220 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 3.2 175 0.0340 0.92 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.0 355 Total Summary for Subcatchment E04: Runoff =1.81 cfs @ 12.10 hrs, Volume=0.097 af, Depth=5.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac)CN Description 0.230 80 >75% Grass cover, Good, HSG D 0.230 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 7.6 110 0.0545 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Summary for Subcatchment OS1: Runoff =4.18 cfs @ 12.36 hrs, Volume=0.406 af, Depth=5.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"193803412_Existing_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 14HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Area (ac)CN Description 0.610 72 Woods/grass comb., Good, HSG C 0.330 98 Paved roads w/curbs & sewers, HSG C 0.940 81 Weighted Average 0.610 72 64.89% Pervious Area 0.330 98 35.11% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 26.9 250 0.0840 0.15 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 0.1 15 0.1300 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 27.0 265 Total Summary for Subcatchment OS3: Runoff =19.62 cfs @ 12.28 hrs, Volume=1.679 af, Depth=5.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac)CN Description 3.790 79 Woods/grass comb., Good, HSG D 0.180 98 Paved parking, HSG D 3.970 80 Weighted Average 3.790 79 95.47% Pervious Area 0.180 98 4.53% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 17.8 180 0.1220 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 3.2 175 0.0340 0.92 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.0 355 Total Summary for Reach 8R: Off-site Inflow Area =4.870 ac,9.65% Impervious, Inflow Depth = 5.01" for 100y 24hr event Inflow =15.39 cfs @ 12.51 hrs, Volume=2.033 af Outflow =15.39 cfs @ 12.52 hrs, Volume=2.033 af, Atten= 0%, Lag= 0.6 min Routing by Sim-Route method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"193803412_Existing_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 15HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Pond 5P: Existing Culvert Inflow Area =4.640 ac,10.13% Impervious, Inflow Depth = 5.01" for 100y 24hr event Inflow =21.89 cfs @ 12.29 hrs, Volume=1.936 af Outflow =14.95 cfs @ 12.51 hrs, Volume=1.936 af, Atten= 32%, Lag= 13.3 min Primary =14.95 cfs @ 12.51 hrs, Volume=1.936 af Routing by Sim-Route method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 997.33' @ 12.51 hrs Surf.Area= 6,805 sf Storage= 9,508 cf Plug-Flow detention time= 4.5 min calculated for 1.936 af (100% of inflow) Center-of-Mass det. time= 4.5 min ( 793.5 - 789.0 ) Volume Invert Avail.Storage Storage Description #1 993.49'14,756 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 993.49 0 0 0 994.00 186 47 47 996.00 2,860 3,046 3,093 998.00 8,803 11,663 14,756 Device Routing Invert Outlet Devices #1 Primary 993.49'18.0" Round Culvert L= 23.0' Ke= 0.500 Inlet / Outlet Invert= 993.49' / 992.88' S= 0.0265 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=14.95 cfs @ 12.51 hrs HW=997.33' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 14.95 cfs @ 8.46 fps) Summary for Pond 6P: Wetland East Inflow =12.12 cfs @ 12.14 hrs, Volume=1.431 af Outflow =0.37 cfs @ 25.28 hrs, Volume=0.436 af, Atten= 97%, Lag= 788.2 min Primary =0.37 cfs @ 25.28 hrs, Volume=0.436 af Routing by Sim-Route method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 1,006.88' @ 25.28 hrs Surf.Area= 19,270 sf Storage= 43,341 cf Plug-Flow detention time= 1,968.4 min calculated for 0.436 af (30% of inflow) Center-of-Mass det. time= 1,294.7 min ( 2,681.1 - 1,386.4 ) Volume Invert Avail.Storage Storage Description #1 1,002.00'145,305 cf Custom Stage Data (Prismatic) Listed below (Recalc) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"193803412_Existing_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 16HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,002.00 1,907 0 0 1,004.00 6,618 8,525 8,525 1,006.00 13,714 20,332 28,857 1,008.00 26,367 40,081 68,938 1,010.00 50,000 76,367 145,305 Device Routing Invert Outlet Devices #1 Primary 1,006.60'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.40 cfs @ 25.28 hrs HW=1,006.88' TW=1,006.88' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.40 cfs @ 0.14 fps) Summary for Pond 7P: Wetland North Inflow =35.50 cfs @ 12.28 hrs, Volume=3.488 af Outflow =1.08 cfs @ 15.37 hrs, Volume=0.666 af, Atten= 97%, Lag= 186.0 min Primary =1.08 cfs @ 15.37 hrs, Volume=0.666 af Routing by Sim-Route method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 1,006.88' @ 25.74 hrs Surf.Area= 60,574 sf Storage= 122,944 cf Plug-Flow detention time= 1,394.5 min calculated for 0.666 af (19% of inflow) Center-of-Mass det. time= 1,070.1 min ( 2,091.8 - 1,021.6 ) Volume Invert Avail.Storage Storage Description #1 1,003.00'201,098 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,003.00 9,180 0 0 1,004.00 16,694 12,937 12,937 1,006.00 46,368 63,062 75,999 1,008.00 78,731 125,099 201,098 Device Routing Invert Outlet Devices #1 Primary 1,006.70'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=1.08 cfs @ 15.37 hrs HW=1,006.82' TW=1,006.31' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 1.08 cfs @ 0.88 fps) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) OS1 OS3 P01 P02A P02B P03 P04 P05 P06 P07 P08 P09 P10 10R South 11R East 15R 1P Biofiltration 1 2P Biofiltration 2 3P Biofiltration 3 4P Biofiltration 4 5P Biofiltration 5 6P Biofiltration 6 7P Biofiltration 7 10P Wetland North 11P Wetland East Routing Diagram for 193803412_Proposed_160603 Prepared by Stantec Consulting Ltd., Printed 6/8/2016 HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Subcat Reach Pond Link You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"193803412_Proposed_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 2HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment OS1: Runoff =1.30 cfs @ 12.37 hrs, Volume=0.122 af, Depth=1.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac)CN Description 0.610 79 Woods/grass comb., Good, HSG D 0.330 98 Paved roads w/curbs & sewers, HSG D 0.940 86 Weighted Average 0.610 79 64.89% Pervious Area 0.330 98 35.11% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 26.9 250 0.0840 0.15 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 0.1 15 0.1300 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 27.0 265 Total Summary for Subcatchment OS3: Runoff =4.54 cfs @ 12.30 hrs, Volume=0.382 af, Depth=1.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac)CN Description 3.790 79 Woods/grass comb., Good, HSG D 0.180 98 Paved parking, HSG D 3.970 80 Weighted Average 3.790 79 95.47% Pervious Area 0.180 98 4.53% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 17.8 180 0.1220 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 3.2 175 0.0340 0.92 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.0 355 Total You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"193803412_Proposed_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 3HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment P01: Runoff =6.69 cfs @ 12.09 hrs, Volume=0.324 af, Depth=1.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac)CN Description 0.830 98 Roofs, HSG D 1.530 80 >75% Grass cover, Good, HSG D 0.270 77 Woods, Good, HSG D 2.630 85 Weighted Average 1.800 80 68.44% Pervious Area 0.830 98 31.56% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 4.3 60 0.1670 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 1.5 377 0.0693 4.24 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 5.8 437 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment P02A: Runoff =0.74 cfs @ 12.09 hrs, Volume=0.036 af, Depth=1.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac)CN Description 0.030 98 Roofs, HSG D 0.310 80 >75% Grass cover, Good, HSG D 0.340 82 Weighted Average 0.310 80 91.18% Pervious Area 0.030 98 8.82% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 1.7 300 0.0350 3.01 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.7 300 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment P02B: Runoff =2.49 cfs @ 12.09 hrs, Volume=0.121 af, Depth=1.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"193803412_Proposed_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 4HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Area (ac)CN Description 0.030 86 1/3 acre lots, 30% imp, HSG D 0.190 98 Paved roads w/curbs & sewers, HSG D 0.200 98 Water Surface, 0% imp, HSG D 0.470 77 Woods, Good, HSG D 0.890 87 Weighted Average 0.691 83 77.64% Pervious Area 0.199 98 22.36% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 1.7 300 0.0350 3.01 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.7 300 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment P03: Runoff =2.06 cfs @ 12.27 hrs, Volume=0.174 af, Depth=2.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac)CN Description 0.140 79 Woods/grass comb., Good, HSG D 0.760 98 Water Surface, 0% imp, HSG D 0.900 95 Weighted Average 0.900 95 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 17.8 180 0.1220 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 3.2 175 0.0340 0.92 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.0 355 Total Summary for Subcatchment P04: Runoff =2.38 cfs @ 12.09 hrs, Volume=0.116 af, Depth=1.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac)CN Description 0.380 80 >75% Grass cover, Good, HSG D 0.350 98 Paved roads w/curbs & sewers, HSG D 0.050 98 Roofs, HSG D 0.780 89 Weighted Average 0.380 80 48.72% Pervious Area 0.400 98 51.28% Impervious Area You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"193803412_Proposed_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 5HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 2.0 345 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0 345 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment P05: Runoff =1.01 cfs @ 12.09 hrs, Volume=0.049 af, Depth=1.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac)CN Description 0.160 80 >75% Grass cover, Good, HSG D 0.170 98 Paved roads w/curbs & sewers, HSG D 0.330 89 Weighted Average 0.160 80 48.48% Pervious Area 0.170 98 51.52% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 2.0 345 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0 345 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment P06: Runoff =1.15 cfs @ 12.14 hrs, Volume=0.067 af, Depth=1.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac)CN Description 0.260 80 >75% Grass cover, Good, HSG D 0.210 98 Paved roads w/curbs & sewers, HSG D 0.470 88 Weighted Average 0.260 80 55.32% Pervious Area 0.210 98 44.68% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 8.3 60 0.0330 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 1.6 225 0.0133 2.34 Shallow Concentrated Flow, Paved Kv= 20.3 fps 9.9 285 Total You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"193803412_Proposed_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 6HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment P07: Runoff =0.61 cfs @ 12.09 hrs, Volume=0.033 af, Depth=2.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac)CN Description 0.150 98 Paved roads w/curbs & sewers, HSG D 0.150 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 1.6 90 0.0100 0.95 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 1.6 90 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment P08: Runoff =2.28 cfs @ 12.21 hrs, Volume=0.158 af, Depth=1.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac)CN Description 0.370 98 Roofs, HSG D 0.910 80 >75% Grass cover, Good, HSG D 1.280 85 Weighted Average 0.910 80 71.09% Pervious Area 0.370 98 28.91% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 3.6 50 0.1800 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 9.9 70 0.0290 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 1.5 340 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 15.0 460 Total Summary for Subcatchment P09: Runoff =1.32 cfs @ 12.21 hrs, Volume=0.091 af, Depth=1.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"193803412_Proposed_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 7HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Area (ac)CN Description 0.210 98 Roofs, HSG D 0.530 80 >75% Grass cover, Good, HSG D 0.740 85 Weighted Average 0.530 80 71.62% Pervious Area 0.210 98 28.38% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 3.6 50 0.1800 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 9.9 70 0.0290 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 1.5 340 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 15.0 460 Total Summary for Subcatchment P10: Runoff =0.08 cfs @ 12.21 hrs, Volume=0.006 af, Depth=1.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac)CN Description 0.060 80 >75% Grass cover, Good, HSG D 0.060 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 3.6 50 0.1800 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 9.9 70 0.0290 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 1.5 340 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 15.0 460 Total Summary for Reach 10R: South Inflow Area =3.570 ac,32.49% Impervious, Inflow Depth = 1.50" for 2y 24hr event Inflow =2.99 cfs @ 12.36 hrs, Volume=0.446 af Outflow =2.99 cfs @ 12.36 hrs, Volume=0.446 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"193803412_Proposed_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 8HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Reach 11R: East Inflow Area =9.910 ac,19.36% Impervious, Inflow Depth = 0.00" for 2y 24hr event Inflow =0.00 cfs @ 0.00 hrs, Volume=0.000 af Outflow =0.00 cfs @ 0.00 hrs, Volume=0.000 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 15R: Inflow Area =13.480 ac,22.84% Impervious, Inflow Depth = 0.40" for 2y 24hr event Inflow =2.99 cfs @ 12.36 hrs, Volume=0.446 af Outflow =2.99 cfs @ 12.36 hrs, Volume=0.446 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Pond 1P: Biofiltration 1 Inflow Area =1.920 ac,42.19% Impervious, Inflow Depth = 1.67" for 2y 24hr event Inflow =5.16 cfs @ 12.10 hrs, Volume=0.268 af Outflow =4.65 cfs @ 12.14 hrs, Volume=0.268 af, Atten= 10%, Lag= 2.4 min Primary =4.61 cfs @ 12.14 hrs, Volume=0.178 af Secondary =0.04 cfs @ 12.14 hrs, Volume=0.090 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,008.32' @ 12.14 hrs Surf.Area= 2,390 sf Storage= 2,565 cf Plug-Flow detention time= 188.2 min calculated for 0.268 af (100% of inflow) Center-of-Mass det. time= 188.8 min ( 998.0 - 809.2 ) Volume Invert Avail.Storage Storage Description #1 1,007.00'4,352 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,007.00 1,509 0 0 1,008.00 2,160 1,835 1,835 1,009.00 2,875 2,518 4,352 Device Routing Invert Outlet Devices #1 Secondary 1,006.00'6.0" Round Draintile L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 1,006.00' / 1,005.50' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 1,007.00'0.800 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #3 Primary 1,008.00'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"193803412_Proposed_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 9HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Primary OutFlow Max=4.49 cfs @ 12.14 hrs HW=1,008.32' TW=1,007.43' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 4.49 cfs @ 1.42 fps) Secondary OutFlow Max=0.04 cfs @ 12.14 hrs HW=1,008.32' TW=1,002.81' (Dynamic Tailwater) 1=Draintile (Passes 0.04 cfs of 0.78 cfs potential flow) 2=Exfiltration ( Controls 0.04 cfs) Summary for Pond 2P: Biofiltration 2 Inflow Area =1.920 ac,42.19% Impervious, Inflow Depth = 1.11" for 2y 24hr event Inflow =4.61 cfs @ 12.14 hrs, Volume=0.178 af Outflow =1.08 cfs @ 12.45 hrs, Volume=0.178 af, Atten= 77%, Lag= 18.7 min Primary =1.01 cfs @ 12.45 hrs, Volume=0.069 af Secondary =0.07 cfs @ 12.45 hrs, Volume=0.109 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,008.12' @ 12.45 hrs Surf.Area= 3,701 sf Storage= 3,683 cf Plug-Flow detention time= 333.7 min calculated for 0.178 af (100% of inflow) Center-of-Mass det. time= 334.1 min ( 1,120.3 - 786.1 ) Volume Invert Avail.Storage Storage Description #1 1,007.00'7,250 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,007.00 2,895 0 0 1,008.00 3,610 3,253 3,253 1,009.00 4,385 3,998 7,250 Device Routing Invert Outlet Devices #1 Secondary 1,006.00'6.0" Round Draintile L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 1,006.00' / 1,005.50' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 1,007.00'0.800 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #3 Primary 1,008.00'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=1.01 cfs @ 12.45 hrs HW=1,008.12' TW=1,003.18' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 1.01 cfs @ 0.85 fps) Secondary OutFlow Max=0.07 cfs @ 12.45 hrs HW=1,008.12' TW=1,003.18' (Dynamic Tailwater) 1=Draintile (Passes 0.07 cfs of 0.75 cfs potential flow) 2=Exfiltration ( Controls 0.07 cfs) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"193803412_Proposed_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 10HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Pond 3P: Biofiltration 3 Inflow Area =3.570 ac,32.49% Impervious, Inflow Depth = 1.50" for 2y 24hr event Inflow =7.15 cfs @ 12.10 hrs, Volume=0.446 af Outflow =2.99 cfs @ 12.36 hrs, Volume=0.446 af, Atten= 58%, Lag= 15.8 min Primary =2.88 cfs @ 12.36 hrs, Volume=0.254 af Tertiary =0.11 cfs @ 12.36 hrs, Volume=0.191 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 997.43' @ 12.36 hrs Surf.Area= 5,966 sf Storage= 6,298 cf Plug-Flow detention time= 257.6 min calculated for 0.446 af (100% of inflow) Center-of-Mass det. time= 258.0 min ( 1,079.7 - 821.7 ) Volume Invert Avail.Storage Storage Description #1 996.00'20,173 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 996.00 3,738 0 0 997.00 4,413 4,076 4,076 998.00 8,041 6,227 10,303 999.00 11,700 9,871 20,173 Device Routing Invert Outlet Devices #1 Primary 993.37'18.0" Round Culvert L= 18.0' Ke= 0.500 Inlet / Outlet Invert= 993.37' / 992.88' S= 0.0272 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 997.00'24.0" Horiz. Orifice/Grate X 0.50 C= 0.600 Limited to weir flow at low heads #3 Device 4 996.00'0.800 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #4 Tertiary 994.00'6.0" Round Draintile L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 994.00' / 993.49' S= 0.0051 '/' Cc= 0.900 n= 0.011, Flow Area= 0.20 sf Primary OutFlow Max=2.87 cfs @ 12.36 hrs HW=997.43' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 2.87 cfs of 15.47 cfs potential flow) 2=Orifice/Grate (Weir Controls 2.87 cfs @ 1.07 fps) Tertiary OutFlow Max=0.11 cfs @ 12.36 hrs HW=997.43' TW=0.00' (Dynamic Tailwater) 4=Draintile (Passes 0.11 cfs of 1.09 cfs potential flow) 3=Exfiltration ( Controls 0.11 cfs) Summary for Pond 4P: Biofiltration 4 Inflow Area =0.890 ac,40.45% Impervious, Inflow Depth = 1.68" for 2y 24hr event Inflow =1.61 cfs @ 12.17 hrs, Volume=0.124 af Outflow =1.58 cfs @ 12.19 hrs, Volume=0.124 af, Atten= 2%, Lag= 1.2 min Primary =1.56 cfs @ 12.19 hrs, Volume=0.103 af Secondary =0.01 cfs @ 12.22 hrs, Volume=0.022 af You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"193803412_Proposed_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 11HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.71' @ 12.22 hrs Surf.Area= 713 sf Storage= 382 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 48.2 min ( 855.5 - 807.3 ) Volume Invert Avail.Storage Storage Description #1 1,006.00'614 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,006.00 375 0 0 1,006.50 610 246 246 1,007.00 860 368 614 Device Routing Invert Outlet Devices #1 Secondary 1,005.50'6.0" Round Draintile L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 1,005.50' / 1,005.00' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 1,006.00'0.800 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #3 Primary 1,006.50'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=1.48 cfs @ 12.19 hrs HW=1,006.70' TW=1,006.66' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 1.48 cfs @ 0.73 fps) Secondary OutFlow Max=0.01 cfs @ 12.22 hrs HW=1,006.70' TW=1,003.66' (Dynamic Tailwater) 1=Draintile (Passes 0.01 cfs of 0.56 cfs potential flow) 2=Exfiltration ( Controls 0.01 cfs) Summary for Pond 5P: Biofiltration 5 Inflow Area =0.890 ac,40.45% Impervious, Inflow Depth = 1.38" for 2y 24hr event Inflow =1.56 cfs @ 12.19 hrs, Volume=0.103 af Outflow =1.56 cfs @ 12.21 hrs, Volume=0.103 af, Atten= 0%, Lag= 0.8 min Primary =1.55 cfs @ 12.21 hrs, Volume=0.086 af Secondary =0.01 cfs @ 12.21 hrs, Volume=0.017 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.66' @ 12.21 hrs Surf.Area= 711 sf Storage= 344 cf Plug-Flow detention time= 49.5 min calculated for 0.103 af (100% of inflow) Center-of-Mass det. time= 49.8 min ( 848.0 - 798.2 ) Volume Invert Avail.Storage Storage Description #1 1,006.00'623 cf Custom Stage Data (Prismatic) Listed below (Recalc) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"193803412_Proposed_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 12HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,006.00 340 0 0 1,006.50 620 240 240 1,007.00 910 383 623 Device Routing Invert Outlet Devices #1 Secondary 1,004.00'6.0" Round Draintile L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 1,004.00' / 1,003.50' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 1,006.00'0.800 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #3 Primary 1,006.50'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=1.54 cfs @ 12.21 hrs HW=1,006.66' TW=1,003.63' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 1.54 cfs @ 0.98 fps) Secondary OutFlow Max=0.01 cfs @ 12.21 hrs HW=1,006.66' TW=1,003.63' (Dynamic Tailwater) 1=Draintile (Passes 0.01 cfs of 0.84 cfs potential flow) 2=Exfiltration ( Controls 0.01 cfs) Summary for Pond 6P: Biofiltration 6 Inflow Area =1.280 ac,28.91% Impervious, Inflow Depth = 1.48" for 2y 24hr event Inflow =2.28 cfs @ 12.21 hrs, Volume=0.158 af Outflow =2.22 cfs @ 12.22 hrs, Volume=0.158 af, Atten= 2%, Lag= 0.7 min Primary =2.21 cfs @ 12.22 hrs, Volume=0.142 af Secondary =0.01 cfs @ 12.25 hrs, Volume=0.016 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.26' @ 12.25 hrs Surf.Area= 585 sf Storage= 352 cf Plug-Flow detention time= 32.5 min calculated for 0.158 af (100% of inflow) Center-of-Mass det. time= 32.8 min ( 858.4 - 825.5 ) Volume Invert Avail.Storage Storage Description #1 1,005.50'672 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,005.50 350 0 0 1,006.00 500 213 213 1,006.50 665 291 504 1,006.75 680 168 672 Device Routing Invert Outlet Devices #1 Secondary 1,004.00'6.0" Round Draintile L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 1,004.00' / 1,003.50' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"193803412_Proposed_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 13HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC #2 Device 1 1,005.50'0.800 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #3 Primary 1,006.00'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=2.00 cfs @ 12.22 hrs HW=1,006.25' TW=1,006.20' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 2.00 cfs @ 0.80 fps) Secondary OutFlow Max=0.01 cfs @ 12.25 hrs HW=1,006.26' TW=1,003.74' (Dynamic Tailwater) 1=Draintile (Passes 0.01 cfs of 0.77 cfs potential flow) 2=Exfiltration ( Controls 0.01 cfs) Summary for Pond 7P: Biofiltration 7 Inflow Area =1.280 ac,28.91% Impervious, Inflow Depth = 1.33" for 2y 24hr event Inflow =2.21 cfs @ 12.22 hrs, Volume=0.142 af Outflow =2.19 cfs @ 12.23 hrs, Volume=0.142 af, Atten= 1%, Lag= 0.4 min Primary =2.18 cfs @ 12.23 hrs, Volume=0.128 af Secondary =0.01 cfs @ 12.23 hrs, Volume=0.013 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.20' @ 12.23 hrs Surf.Area= 520 sf Storage= 286 cf Plug-Flow detention time= 30.6 min calculated for 0.142 af (100% of inflow) Center-of-Mass det. time= 30.8 min ( 847.4 - 816.5 ) Volume Invert Avail.Storage Storage Description #1 1,005.50'618 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,005.50 305 0 0 1,006.00 455 190 190 1,006.50 620 269 459 1,006.75 650 159 618 Device Routing Invert Outlet Devices #1 Secondary 1,004.00'6.0" Round Draintile L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 1,004.00' / 1,003.50' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 1,005.50'0.800 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #3 Primary 1,006.00'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"193803412_Proposed_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 14HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Primary OutFlow Max=2.16 cfs @ 12.23 hrs HW=1,006.20' TW=1,003.67' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 2.16 cfs @ 1.10 fps) Secondary OutFlow Max=0.01 cfs @ 12.23 hrs HW=1,006.20' TW=1,003.67' (Dynamic Tailwater) 1=Draintile (Passes 0.01 cfs of 0.76 cfs potential flow) 2=Exfiltration ( Controls 0.01 cfs) Summary for Pond 10P: Wetland North Inflow Area =7.100 ac,12.82% Impervious, Inflow Depth = 1.43" for 2y 24hr event Inflow =10.22 cfs @ 12.26 hrs, Volume=0.844 af Outflow =0.00 cfs @ 0.00 hrs, Volume=0.000 af, Atten= 100%, Lag= 0.0 min Primary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,005.02' @ 31.95 hrs Surf.Area= 29,826 sf Storage= 36,748 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 1,003.00'186,678 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,003.00 9,180 0 0 1,004.00 16,694 12,937 12,937 1,006.00 42,350 59,044 71,981 1,008.00 72,347 114,697 186,678 Device Routing Invert Outlet Devices #1 Primary 1,006.00'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,003.00' TW=1,002.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 11P: Wetland East Inflow Area =9.910 ac,19.36% Impervious, Inflow Depth = 0.47" for 2y 24hr event Inflow =2.59 cfs @ 12.09 hrs, Volume=0.388 af Outflow =0.00 cfs @ 0.00 hrs, Volume=0.000 af, Atten= 100%, Lag= 0.0 min Primary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,005.00' @ 39.20 hrs Surf.Area= 10,168 sf Storage= 16,923 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"193803412_Proposed_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 15HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 1,002.00'68,938 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,002.00 1,907 0 0 1,004.00 6,618 8,525 8,525 1,006.00 13,714 20,332 28,857 1,008.00 26,367 40,081 68,938 Device Routing Invert Outlet Devices #1 Primary 1,004.49'18.0" Round Culvert L= 49.0' Ke= 0.500 Inlet / Outlet Invert= 1,004.49' / 1,004.00' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 1,006.00'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,002.00' TW=0.00' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"193803412_Proposed_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 16HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment OS1: Runoff =2.40 cfs @ 12.36 hrs, Volume=0.219 af, Depth=2.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac)CN Description 0.610 79 Woods/grass comb., Good, HSG D 0.330 98 Paved roads w/curbs & sewers, HSG D 0.940 86 Weighted Average 0.610 79 64.89% Pervious Area 0.330 98 35.11% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 26.9 250 0.0840 0.15 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 0.1 15 0.1300 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 27.0 265 Total Summary for Subcatchment OS3: Runoff =9.37 cfs @ 12.29 hrs, Volume=0.750 af, Depth=2.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac)CN Description 3.790 79 Woods/grass comb., Good, HSG D 0.180 98 Paved parking, HSG D 3.970 80 Weighted Average 3.790 79 95.47% Pervious Area 0.180 98 4.53% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 17.8 180 0.1220 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 3.2 175 0.0340 0.92 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.0 355 Total You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"193803412_Proposed_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 17HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment P01: Runoff =12.40 cfs @ 12.09 hrs, Volume=0.592 af, Depth=2.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac)CN Description 0.830 98 Roofs, HSG D 1.530 80 >75% Grass cover, Good, HSG D 0.270 77 Woods, Good, HSG D 2.630 85 Weighted Average 1.800 80 68.44% Pervious Area 0.830 98 31.56% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 4.3 60 0.1670 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 1.5 377 0.0693 4.24 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 5.8 437 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment P02A: Runoff =1.45 cfs @ 12.09 hrs, Volume=0.069 af, Depth=2.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac)CN Description 0.030 98 Roofs, HSG D 0.310 80 >75% Grass cover, Good, HSG D 0.340 82 Weighted Average 0.310 80 91.18% Pervious Area 0.030 98 8.82% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 1.7 300 0.0350 3.01 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.7 300 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment P02B: Runoff =4.45 cfs @ 12.09 hrs, Volume=0.214 af, Depth=2.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"193803412_Proposed_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 18HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Area (ac)CN Description 0.030 86 1/3 acre lots, 30% imp, HSG D 0.190 98 Paved roads w/curbs & sewers, HSG D 0.200 98 Water Surface, 0% imp, HSG D 0.470 77 Woods, Good, HSG D 0.890 87 Weighted Average 0.691 83 77.64% Pervious Area 0.199 98 22.36% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 1.7 300 0.0350 3.01 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.7 300 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment P03: Runoff =3.28 cfs @ 12.27 hrs, Volume=0.277 af, Depth=3.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac)CN Description 0.140 79 Woods/grass comb., Good, HSG D 0.760 98 Water Surface, 0% imp, HSG D 0.900 95 Weighted Average 0.900 95 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 17.8 180 0.1220 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 3.2 175 0.0340 0.92 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.0 355 Total Summary for Subcatchment P04: Runoff =4.12 cfs @ 12.09 hrs, Volume=0.200 af, Depth=3.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac)CN Description 0.380 80 >75% Grass cover, Good, HSG D 0.350 98 Paved roads w/curbs & sewers, HSG D 0.050 98 Roofs, HSG D 0.780 89 Weighted Average 0.380 80 48.72% Pervious Area 0.400 98 51.28% Impervious Area You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"193803412_Proposed_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 19HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 2.0 345 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0 345 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment P05: Runoff =1.74 cfs @ 12.09 hrs, Volume=0.085 af, Depth=3.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac)CN Description 0.160 80 >75% Grass cover, Good, HSG D 0.170 98 Paved roads w/curbs & sewers, HSG D 0.330 89 Weighted Average 0.160 80 48.48% Pervious Area 0.170 98 51.52% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 2.0 345 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0 345 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment P06: Runoff =2.04 cfs @ 12.14 hrs, Volume=0.117 af, Depth=2.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac)CN Description 0.260 80 >75% Grass cover, Good, HSG D 0.210 98 Paved roads w/curbs & sewers, HSG D 0.470 88 Weighted Average 0.260 80 55.32% Pervious Area 0.210 98 44.68% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 8.3 60 0.0330 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 1.6 225 0.0133 2.34 Shallow Concentrated Flow, Paved Kv= 20.3 fps 9.9 285 Total You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"193803412_Proposed_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 20HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment P07: Runoff =0.93 cfs @ 12.09 hrs, Volume=0.050 af, Depth=4.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac)CN Description 0.150 98 Paved roads w/curbs & sewers, HSG D 0.150 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 1.6 90 0.0100 0.95 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 1.6 90 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment P08: Runoff =4.25 cfs @ 12.21 hrs, Volume=0.288 af, Depth=2.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac)CN Description 0.370 98 Roofs, HSG D 0.910 80 >75% Grass cover, Good, HSG D 1.280 85 Weighted Average 0.910 80 71.09% Pervious Area 0.370 98 28.91% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 3.6 50 0.1800 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 9.9 70 0.0290 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 1.5 340 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 15.0 460 Total Summary for Subcatchment P09: Runoff =2.46 cfs @ 12.21 hrs, Volume=0.167 af, Depth=2.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"193803412_Proposed_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 21HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Area (ac)CN Description 0.210 98 Roofs, HSG D 0.530 80 >75% Grass cover, Good, HSG D 0.740 85 Weighted Average 0.530 80 71.62% Pervious Area 0.210 98 28.38% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 3.6 50 0.1800 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 9.9 70 0.0290 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 1.5 340 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 15.0 460 Total Summary for Subcatchment P10: Runoff =0.17 cfs @ 12.21 hrs, Volume=0.011 af, Depth=2.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac)CN Description 0.060 80 >75% Grass cover, Good, HSG D 0.060 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 3.6 50 0.1800 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 9.9 70 0.0290 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 1.5 340 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 15.0 460 Total Summary for Reach 10R: South Inflow Area =3.570 ac,32.49% Impervious, Inflow Depth = 2.72" for 10y 24hr event Inflow =7.21 cfs @ 12.24 hrs, Volume=0.811 af Outflow =7.21 cfs @ 12.24 hrs, Volume=0.811 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"193803412_Proposed_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 22HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Reach 11R: East Inflow Area =9.910 ac,19.36% Impervious, Inflow Depth > 0.03" for 10y 24hr event Inflow =0.05 cfs @ 33.88 hrs, Volume=0.022 af Outflow =0.05 cfs @ 33.88 hrs, Volume=0.022 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 15R: Inflow Area =13.480 ac,22.84% Impervious, Inflow Depth = 0.74" for 10y 24hr event Inflow =7.21 cfs @ 12.24 hrs, Volume=0.833 af Outflow =7.21 cfs @ 12.24 hrs, Volume=0.833 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Pond 1P: Biofiltration 1 Inflow Area =1.920 ac,42.19% Impervious, Inflow Depth = 2.94" for 10y 24hr event Inflow =9.16 cfs @ 12.10 hrs, Volume=0.470 af Outflow =8.58 cfs @ 12.12 hrs, Volume=0.470 af, Atten= 6%, Lag= 1.3 min Primary =8.53 cfs @ 12.12 hrs, Volume=0.378 af Secondary =0.05 cfs @ 12.13 hrs, Volume=0.092 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,008.47' @ 12.13 hrs Surf.Area= 2,497 sf Storage= 2,932 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 112.4 min ( 895.3 - 783.0 ) Volume Invert Avail.Storage Storage Description #1 1,007.00'4,352 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,007.00 1,509 0 0 1,008.00 2,160 1,835 1,835 1,009.00 2,875 2,518 4,352 Device Routing Invert Outlet Devices #1 Secondary 1,006.00'6.0" Round Draintile L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 1,006.00' / 1,005.50' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 1,007.00'0.800 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #3 Primary 1,008.00'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"193803412_Proposed_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 23HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Primary OutFlow Max=7.29 cfs @ 12.12 hrs HW=1,008.47' TW=1,008.21' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 7.29 cfs @ 1.56 fps) Secondary OutFlow Max=0.05 cfs @ 12.13 hrs HW=1,008.47' TW=1,003.36' (Dynamic Tailwater) 1=Draintile (Passes 0.05 cfs of 0.81 cfs potential flow) 2=Exfiltration ( Controls 0.05 cfs) Summary for Pond 2P: Biofiltration 2 Inflow Area =1.920 ac,42.19% Impervious, Inflow Depth = 2.36" for 10y 24hr event Inflow =8.53 cfs @ 12.12 hrs, Volume=0.378 af Outflow =6.17 cfs @ 12.19 hrs, Volume=0.378 af, Atten= 28%, Lag= 4.6 min Primary =6.10 cfs @ 12.19 hrs, Volume=0.264 af Secondary =0.07 cfs @ 12.19 hrs, Volume=0.115 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,008.38' @ 12.19 hrs Surf.Area= 3,908 sf Storage= 4,699 cf Plug-Flow detention time= 170.9 min calculated for 0.378 af (100% of inflow) Center-of-Mass det. time= 171.3 min ( 944.4 - 773.0 ) Volume Invert Avail.Storage Storage Description #1 1,007.00'7,250 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,007.00 2,895 0 0 1,008.00 3,610 3,253 3,253 1,009.00 4,385 3,998 7,250 Device Routing Invert Outlet Devices #1 Secondary 1,006.00'6.0" Round Draintile L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 1,006.00' / 1,005.50' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 1,007.00'0.800 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #3 Primary 1,008.00'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=6.01 cfs @ 12.19 hrs HW=1,008.38' TW=1,003.71' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 6.01 cfs @ 1.58 fps) Secondary OutFlow Max=0.07 cfs @ 12.19 hrs HW=1,008.38' TW=1,003.71' (Dynamic Tailwater) 1=Draintile (Passes 0.07 cfs of 0.79 cfs potential flow) 2=Exfiltration ( Controls 0.07 cfs) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"193803412_Proposed_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 24HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Pond 3P: Biofiltration 3 Inflow Area =3.570 ac,32.49% Impervious, Inflow Depth = 2.72" for 10y 24hr event Inflow =13.35 cfs @ 12.09 hrs, Volume=0.811 af Outflow =7.21 cfs @ 12.24 hrs, Volume=0.811 af, Atten= 46%, Lag= 8.6 min Primary =7.07 cfs @ 12.24 hrs, Volume=0.611 af Tertiary =0.14 cfs @ 12.24 hrs, Volume=0.199 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 997.87' @ 12.24 hrs Surf.Area= 7,583 sf Storage= 9,317 cf Plug-Flow detention time= 149.2 min calculated for 0.810 af (100% of inflow) Center-of-Mass det. time= 149.7 min ( 942.5 - 792.8 ) Volume Invert Avail.Storage Storage Description #1 996.00'20,173 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 996.00 3,738 0 0 997.00 4,413 4,076 4,076 998.00 8,041 6,227 10,303 999.00 11,700 9,871 20,173 Device Routing Invert Outlet Devices #1 Primary 993.37'18.0" Round Culvert L= 18.0' Ke= 0.500 Inlet / Outlet Invert= 993.37' / 992.88' S= 0.0272 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 997.00'24.0" Horiz. Orifice/Grate X 0.50 C= 0.600 Limited to weir flow at low heads #3 Device 4 996.00'0.800 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #4 Tertiary 994.00'6.0" Round Draintile L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 994.00' / 993.49' S= 0.0051 '/' Cc= 0.900 n= 0.011, Flow Area= 0.20 sf Primary OutFlow Max=7.06 cfs @ 12.24 hrs HW=997.87' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 7.06 cfs of 16.48 cfs potential flow) 2=Orifice/Grate (Orifice Controls 7.06 cfs @ 2.25 fps) Tertiary OutFlow Max=0.14 cfs @ 12.24 hrs HW=997.87' TW=0.00' (Dynamic Tailwater) 4=Draintile (Passes 0.14 cfs of 1.16 cfs potential flow) 3=Exfiltration ( Controls 0.14 cfs) Summary for Pond 4P: Biofiltration 4 Inflow Area =0.890 ac,40.45% Impervious, Inflow Depth = 2.93" for 10y 24hr event Inflow =2.92 cfs @ 12.18 hrs, Volume=0.217 af Outflow =2.86 cfs @ 12.19 hrs, Volume=0.217 af, Atten= 2%, Lag= 1.0 min Primary =2.85 cfs @ 12.19 hrs, Volume=0.195 af Secondary =0.01 cfs @ 12.22 hrs, Volume=0.022 af You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"193803412_Proposed_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 25HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.80' @ 12.22 hrs Surf.Area= 762 sf Storage= 456 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 29.7 min ( 814.5 - 784.8 ) Volume Invert Avail.Storage Storage Description #1 1,006.00'614 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,006.00 375 0 0 1,006.50 610 246 246 1,007.00 860 368 614 Device Routing Invert Outlet Devices #1 Secondary 1,005.50'6.0" Round Draintile L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 1,005.50' / 1,005.00' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 1,006.00'0.800 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #3 Primary 1,006.50'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=2.70 cfs @ 12.19 hrs HW=1,006.80' TW=1,006.73' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 2.70 cfs @ 0.90 fps) Secondary OutFlow Max=0.01 cfs @ 12.22 hrs HW=1,006.80' TW=1,004.24' (Dynamic Tailwater) 1=Draintile (Passes 0.01 cfs of 0.59 cfs potential flow) 2=Exfiltration ( Controls 0.01 cfs) Summary for Pond 5P: Biofiltration 5 Inflow Area =0.890 ac,40.45% Impervious, Inflow Depth = 2.63" for 10y 24hr event Inflow =2.85 cfs @ 12.19 hrs, Volume=0.195 af Outflow =2.83 cfs @ 12.20 hrs, Volume=0.195 af, Atten= 0%, Lag= 0.6 min Primary =2.82 cfs @ 12.20 hrs, Volume=0.178 af Secondary =0.01 cfs @ 12.20 hrs, Volume=0.017 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.73' @ 12.20 hrs Surf.Area= 755 sf Storage= 400 cf Plug-Flow detention time= 26.7 min calculated for 0.195 af (100% of inflow) Center-of-Mass det. time= 27.0 min ( 807.2 - 780.2 ) Volume Invert Avail.Storage Storage Description #1 1,006.00'623 cf Custom Stage Data (Prismatic) Listed below (Recalc) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"193803412_Proposed_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 26HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,006.00 340 0 0 1,006.50 620 240 240 1,007.00 910 383 623 Device Routing Invert Outlet Devices #1 Secondary 1,004.00'6.0" Round Draintile L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 1,004.00' / 1,003.50' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 1,006.00'0.800 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #3 Primary 1,006.50'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=2.81 cfs @ 12.20 hrs HW=1,006.73' TW=1,004.19' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 2.81 cfs @ 1.21 fps) Secondary OutFlow Max=0.01 cfs @ 12.20 hrs HW=1,006.73' TW=1,004.19' (Dynamic Tailwater) 1=Draintile (Passes 0.01 cfs of 0.82 cfs potential flow) 2=Exfiltration ( Controls 0.01 cfs) Summary for Pond 6P: Biofiltration 6 Inflow Area =1.280 ac,28.91% Impervious, Inflow Depth = 2.70" for 10y 24hr event Inflow =4.25 cfs @ 12.21 hrs, Volume=0.288 af Outflow =4.18 cfs @ 12.21 hrs, Volume=0.285 af, Atten= 2%, Lag= 0.6 min Primary =4.17 cfs @ 12.21 hrs, Volume=0.271 af Secondary =0.01 cfs @ 12.24 hrs, Volume=0.013 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.39' @ 12.24 hrs Surf.Area= 628 sf Storage= 431 cf Plug-Flow detention time= 15.4 min calculated for 0.284 af (99% of inflow) Center-of-Mass det. time= 8.0 min ( 804.5 - 796.5 ) Volume Invert Avail.Storage Storage Description #1 1,005.50'672 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,005.50 350 0 0 1,006.00 500 213 213 1,006.50 665 291 504 1,006.75 680 168 672 Device Routing Invert Outlet Devices #1 Secondary 1,004.00'6.0" Round Draintile L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 1,004.00' / 1,003.50' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"193803412_Proposed_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 27HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC #2 Device 1 1,005.50'0.800 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #3 Primary 1,006.00'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=3.80 cfs @ 12.21 hrs HW=1,006.38' TW=1,006.30' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 3.80 cfs @ 1.00 fps) Secondary OutFlow Max=0.01 cfs @ 12.24 hrs HW=1,006.39' TW=1,004.33' (Dynamic Tailwater) 1=Draintile (Passes 0.01 cfs of 0.74 cfs potential flow) 2=Exfiltration ( Controls 0.01 cfs) Summary for Pond 7P: Biofiltration 7 Inflow Area =1.280 ac,28.91% Impervious, Inflow Depth = 2.54" for 10y 24hr event Inflow =4.17 cfs @ 12.21 hrs, Volume=0.271 af Outflow =4.16 cfs @ 12.22 hrs, Volume=0.268 af, Atten= 0%, Lag= 0.4 min Primary =4.15 cfs @ 12.22 hrs, Volume=0.258 af Secondary =0.01 cfs @ 12.22 hrs, Volume=0.011 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.30' @ 12.22 hrs Surf.Area= 554 sf Storage= 342 cf Plug-Flow detention time= 13.3 min calculated for 0.268 af (99% of inflow) Center-of-Mass det. time= 6.5 min ( 798.3 - 791.8 ) Volume Invert Avail.Storage Storage Description #1 1,005.50'618 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,005.50 305 0 0 1,006.00 455 190 190 1,006.50 620 269 459 1,006.75 650 159 618 Device Routing Invert Outlet Devices #1 Secondary 1,004.00'6.0" Round Draintile L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 1,004.00' / 1,003.50' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 1,005.50'0.800 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #3 Primary 1,006.00'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"193803412_Proposed_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 28HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Primary OutFlow Max=4.07 cfs @ 12.22 hrs HW=1,006.30' TW=1,004.25' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 4.07 cfs @ 1.37 fps) Secondary OutFlow Max=0.01 cfs @ 12.22 hrs HW=1,006.30' TW=1,004.25' (Dynamic Tailwater) 1=Draintile (Passes 0.01 cfs of 0.73 cfs potential flow) 2=Exfiltration ( Controls 0.01 cfs) Summary for Pond 10P: Wetland North Inflow Area =7.100 ac,12.82% Impervious, Inflow Depth = 2.60" for 10y 24hr event Inflow =19.40 cfs @ 12.26 hrs, Volume=1.537 af Outflow =0.00 cfs @ 0.00 hrs, Volume=0.000 af, Atten= 100%, Lag= 0.0 min Primary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,005.88' @ 31.85 hrs Surf.Area= 40,799 sf Storage= 66,955 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 1,003.00'186,678 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,003.00 9,180 0 0 1,004.00 16,694 12,937 12,937 1,006.00 42,350 59,044 71,981 1,008.00 72,347 114,697 186,678 Device Routing Invert Outlet Devices #1 Primary 1,006.00'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,003.00' TW=1,002.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 11P: Wetland East Inflow Area =9.910 ac,19.36% Impervious, Inflow Depth = 0.83" for 10y 24hr event Inflow =8.96 cfs @ 12.17 hrs, Volume=0.685 af Outflow =0.05 cfs @ 33.88 hrs, Volume=0.022 af, Atten= 99%, Lag= 1,302.8 min Primary =0.05 cfs @ 33.88 hrs, Volume=0.022 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.02' @ 33.88 hrs Surf.Area= 13,835 sf Storage= 29,121 cf Plug-Flow detention time= 1,587.9 min calculated for 0.022 af (3% of inflow) Center-of-Mass det. time= 1,261.2 min ( 2,216.4 - 955.2 ) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"193803412_Proposed_160603 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 29HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 1,002.00'68,938 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,002.00 1,907 0 0 1,004.00 6,618 8,525 8,525 1,006.00 13,714 20,332 28,857 1,008.00 26,367 40,081 68,938 Device Routing Invert Outlet Devices #1 Primary 1,004.49'18.0" Round Culvert L= 49.0' Ke= 0.500 Inlet / Outlet Invert= 1,004.49' / 1,004.00' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 1,006.00'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.05 cfs @ 33.88 hrs HW=1,006.02' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.05 cfs of 7.34 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.05 cfs @ 0.45 fps) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"193803412_Proposed_16060 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 30HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment OS1: Runoff =4.56 cfs @ 12.36 hrs, Volume=0.451 af, Depth=5.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac)CN Description 0.610 79 Woods/grass comb., Good, HSG D 0.330 98 Paved roads w/curbs & sewers, HSG D 0.940 86 Weighted Average 0.610 79 64.89% Pervious Area 0.330 98 35.11% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 26.9 250 0.0840 0.15 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 0.1 15 0.1300 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 27.0 265 Total Summary for Subcatchment OS3: Runoff =19.55 cfs @ 12.28 hrs, Volume=1.679 af, Depth=5.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac)CN Description 3.790 79 Woods/grass comb., Good, HSG D 0.180 98 Paved parking, HSG D 3.970 80 Weighted Average 3.790 79 95.47% Pervious Area 0.180 98 4.53% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 17.8 180 0.1220 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 3.2 175 0.0340 0.92 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.0 355 Total You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"193803412_Proposed_16060 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 31HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment P01: Runoff =23.39 cfs @ 12.09 hrs, Volume=1.237 af, Depth=5.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac)CN Description 0.830 98 Roofs, HSG D 1.530 80 >75% Grass cover, Good, HSG D 0.270 77 Woods, Good, HSG D 2.630 85 Weighted Average 1.800 80 68.44% Pervious Area 0.830 98 31.56% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 4.3 60 0.1670 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 1.5 377 0.0693 4.24 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 5.8 437 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment P02A: Runoff =2.88 cfs @ 12.09 hrs, Volume=0.150 af, Depth=5.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac)CN Description 0.030 98 Roofs, HSG D 0.310 80 >75% Grass cover, Good, HSG D 0.340 82 Weighted Average 0.310 80 91.18% Pervious Area 0.030 98 8.82% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 1.7 300 0.0350 3.01 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.7 300 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment P02B: Runoff =8.15 cfs @ 12.09 hrs, Volume=0.436 af, Depth=5.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"193803412_Proposed_16060 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 32HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Area (ac)CN Description 0.030 86 1/3 acre lots, 30% imp, HSG D 0.190 98 Paved roads w/curbs & sewers, HSG D 0.200 98 Water Surface, 0% imp, HSG D 0.470 77 Woods, Good, HSG D 0.890 87 Weighted Average 0.691 83 77.64% Pervious Area 0.199 98 22.36% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 1.7 300 0.0350 3.01 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.7 300 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment P03: Runoff =5.50 cfs @ 12.27 hrs, Volume=0.511 af, Depth=6.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac)CN Description 0.140 79 Woods/grass comb., Good, HSG D 0.760 98 Water Surface, 0% imp, HSG D 0.900 95 Weighted Average 0.900 95 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 17.8 180 0.1220 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 3.2 175 0.0340 0.92 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.0 355 Total Summary for Subcatchment P04: Runoff =7.33 cfs @ 12.09 hrs, Volume=0.397 af, Depth=6.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac)CN Description 0.380 80 >75% Grass cover, Good, HSG D 0.350 98 Paved roads w/curbs & sewers, HSG D 0.050 98 Roofs, HSG D 0.780 89 Weighted Average 0.380 80 48.72% Pervious Area 0.400 98 51.28% Impervious Area You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"193803412_Proposed_16060 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 33HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 2.0 345 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0 345 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment P05: Runoff =3.10 cfs @ 12.09 hrs, Volume=0.168 af, Depth=6.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac)CN Description 0.160 80 >75% Grass cover, Good, HSG D 0.170 98 Paved roads w/curbs & sewers, HSG D 0.330 89 Weighted Average 0.160 80 48.48% Pervious Area 0.170 98 51.52% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 2.0 345 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0 345 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment P06: Runoff =3.69 cfs @ 12.14 hrs, Volume=0.235 af, Depth=5.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac)CN Description 0.260 80 >75% Grass cover, Good, HSG D 0.210 98 Paved roads w/curbs & sewers, HSG D 0.470 88 Weighted Average 0.260 80 55.32% Pervious Area 0.210 98 44.68% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 8.3 60 0.0330 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 1.6 225 0.0133 2.34 Shallow Concentrated Flow, Paved Kv= 20.3 fps 9.9 285 Total You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"193803412_Proposed_16060 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 34HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment P07: Runoff =1.51 cfs @ 12.09 hrs, Volume=0.090 af, Depth=7.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac)CN Description 0.150 98 Paved roads w/curbs & sewers, HSG D 0.150 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 1.6 90 0.0100 0.95 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 1.6 90 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment P08: Runoff =8.11 cfs @ 12.20 hrs, Volume=0.602 af, Depth=5.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac)CN Description 0.370 98 Roofs, HSG D 0.910 80 >75% Grass cover, Good, HSG D 1.280 85 Weighted Average 0.910 80 71.09% Pervious Area 0.370 98 28.91% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 3.6 50 0.1800 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 9.9 70 0.0290 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 1.5 340 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 15.0 460 Total Summary for Subcatchment P09: Runoff =4.69 cfs @ 12.20 hrs, Volume=0.348 af, Depth=5.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"193803412_Proposed_16060 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 35HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Area (ac)CN Description 0.210 98 Roofs, HSG D 0.530 80 >75% Grass cover, Good, HSG D 0.740 85 Weighted Average 0.530 80 71.62% Pervious Area 0.210 98 28.38% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 3.6 50 0.1800 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 9.9 70 0.0290 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 1.5 340 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 15.0 460 Total Summary for Subcatchment P10: Runoff =0.35 cfs @ 12.20 hrs, Volume=0.025 af, Depth=5.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac)CN Description 0.060 80 >75% Grass cover, Good, HSG D 0.060 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 3.6 50 0.1800 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 9.9 70 0.0290 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 1.5 340 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 15.0 460 Total Summary for Reach 10R: South Inflow Area =3.570 ac,32.49% Impervious, Inflow Depth = 5.68" for 100y 24hr event Inflow =10.49 cfs @ 12.37 hrs, Volume=1.689 af Outflow =10.49 cfs @ 12.37 hrs, Volume=1.689 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"193803412_Proposed_16060 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 36HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Reach 11R: East Inflow Area =9.910 ac,19.36% Impervious, Inflow Depth > 2.80" for 100y 24hr event Inflow =7.20 cfs @ 13.47 hrs, Volume=2.315 af Outflow =7.20 cfs @ 13.47 hrs, Volume=2.315 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 15R: Inflow Area =13.480 ac,22.84% Impervious, Inflow Depth = 3.56" for 100y 24hr event Inflow =14.69 cfs @ 12.89 hrs, Volume=4.003 af Outflow =14.69 cfs @ 12.89 hrs, Volume=4.003 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Pond 1P: Biofiltration 1 Inflow Area =1.920 ac,42.19% Impervious, Inflow Depth = 5.94" for 100y 24hr event Inflow =16.67 cfs @ 12.09 hrs, Volume=0.950 af Outflow =15.28 cfs @ 12.11 hrs, Volume=0.950 af, Atten= 8%, Lag= 1.0 min Primary =15.23 cfs @ 12.11 hrs, Volume=0.854 af Secondary =0.05 cfs @ 12.14 hrs, Volume=0.096 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,008.82' @ 12.14 hrs Surf.Area= 2,744 sf Storage= 3,836 cf Plug-Flow detention time= 59.2 min calculated for 0.949 af (100% of inflow) Center-of-Mass det. time= 59.8 min ( 823.3 - 763.4 ) Volume Invert Avail.Storage Storage Description #1 1,007.00'4,352 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,007.00 1,509 0 0 1,008.00 2,160 1,835 1,835 1,009.00 2,875 2,518 4,352 Device Routing Invert Outlet Devices #1 Secondary 1,006.00'6.0" Round Draintile L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 1,006.00' / 1,005.50' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 1,007.00'0.800 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #3 Primary 1,008.00'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"193803412_Proposed_16060 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 37HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Primary OutFlow Max=12.62 cfs @ 12.11 hrs HW=1,008.80' TW=1,008.60' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 12.62 cfs @ 1.59 fps) Secondary OutFlow Max=0.05 cfs @ 12.14 hrs HW=1,008.81' TW=1,005.12' (Dynamic Tailwater) 1=Draintile (Passes 0.05 cfs of 0.86 cfs potential flow) 2=Exfiltration ( Controls 0.05 cfs) Summary for Pond 2P: Biofiltration 2 Inflow Area =1.920 ac,42.19% Impervious, Inflow Depth = 5.34" for 100y 24hr event Inflow =15.23 cfs @ 12.11 hrs, Volume=0.854 af Outflow =14.03 cfs @ 12.15 hrs, Volume=0.855 af, Atten= 8%, Lag= 2.3 min Primary =13.95 cfs @ 12.15 hrs, Volume=0.728 af Secondary =0.08 cfs @ 12.15 hrs, Volume=0.126 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,008.64' @ 12.15 hrs Surf.Area= 4,109 sf Storage= 5,739 cf Plug-Flow detention time= 86.7 min calculated for 0.854 af (100% of inflow) Center-of-Mass det. time= 87.2 min ( 849.1 - 761.9 ) Volume Invert Avail.Storage Storage Description #1 1,007.00'7,250 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,007.00 2,895 0 0 1,008.00 3,610 3,253 3,253 1,009.00 4,385 3,998 7,250 Device Routing Invert Outlet Devices #1 Secondary 1,006.00'6.0" Round Draintile L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 1,006.00' / 1,005.50' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 1,007.00'0.800 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #3 Primary 1,008.00'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=13.93 cfs @ 12.15 hrs HW=1,008.64' TW=1,005.19' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 13.93 cfs @ 2.16 fps) Secondary OutFlow Max=0.08 cfs @ 12.15 hrs HW=1,008.64' TW=1,005.19' (Dynamic Tailwater) 1=Draintile (Passes 0.08 cfs of 0.84 cfs potential flow) 2=Exfiltration ( Controls 0.08 cfs) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"193803412_Proposed_16060 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 38HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Pond 3P: Biofiltration 3 Inflow Area =3.570 ac,32.49% Impervious, Inflow Depth = 5.68" for 100y 24hr event Inflow =25.50 cfs @ 12.09 hrs, Volume=1.689 af Outflow =10.49 cfs @ 12.37 hrs, Volume=1.689 af, Atten= 59%, Lag= 16.9 min Primary =10.29 cfs @ 12.37 hrs, Volume=1.474 af Tertiary =0.21 cfs @ 12.37 hrs, Volume=0.214 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 998.85' @ 12.37 hrs Surf.Area= 11,152 sf Storage= 18,461 cf Plug-Flow detention time= 85.3 min calculated for 1.687 af (100% of inflow) Center-of-Mass det. time= 85.9 min ( 857.3 - 771.4 ) Volume Invert Avail.Storage Storage Description #1 996.00'20,173 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 996.00 3,738 0 0 997.00 4,413 4,076 4,076 998.00 8,041 6,227 10,303 999.00 11,700 9,871 20,173 Device Routing Invert Outlet Devices #1 Primary 993.37'18.0" Round Culvert L= 18.0' Ke= 0.500 Inlet / Outlet Invert= 993.37' / 992.88' S= 0.0272 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 997.00'24.0" Horiz. Orifice/Grate X 0.50 C= 0.600 Limited to weir flow at low heads #3 Device 4 996.00'0.800 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #4 Tertiary 994.00'6.0" Round Draintile L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 994.00' / 993.49' S= 0.0051 '/' Cc= 0.900 n= 0.011, Flow Area= 0.20 sf Primary OutFlow Max=10.28 cfs @ 12.37 hrs HW=998.85' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 10.28 cfs of 18.50 cfs potential flow) 2=Orifice/Grate (Orifice Controls 10.28 cfs @ 3.27 fps) Tertiary OutFlow Max=0.21 cfs @ 12.37 hrs HW=998.85' TW=0.00' (Dynamic Tailwater) 4=Draintile (Passes 0.21 cfs of 1.30 cfs potential flow) 3=Exfiltration ( Controls 0.21 cfs) Summary for Pond 4P: Biofiltration 4 Inflow Area =0.890 ac,40.45% Impervious, Inflow Depth = 5.90" for 100y 24hr event Inflow =5.45 cfs @ 12.18 hrs, Volume=0.438 af Outflow =5.36 cfs @ 12.19 hrs, Volume=0.438 af, Atten= 2%, Lag= 0.8 min Primary =5.35 cfs @ 12.19 hrs, Volume=0.415 af Secondary =0.02 cfs @ 12.21 hrs, Volume=0.023 af You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"193803412_Proposed_16060 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 39HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.96' @ 12.21 hrs Surf.Area= 839 sf Storage= 578 cf Plug-Flow detention time= 16.8 min calculated for 0.438 af (100% of inflow) Center-of-Mass det. time= 16.4 min ( 783.8 - 767.5 ) Volume Invert Avail.Storage Storage Description #1 1,006.00'614 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,006.00 375 0 0 1,006.50 610 246 246 1,007.00 860 368 614 Device Routing Invert Outlet Devices #1 Secondary 1,005.50'6.0" Round Draintile L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 1,005.50' / 1,005.00' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 1,006.00'0.800 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #3 Primary 1,006.50'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=5.05 cfs @ 12.19 hrs HW=1,006.95' TW=1,006.85' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 5.05 cfs @ 1.12 fps) Secondary OutFlow Max=0.02 cfs @ 12.21 hrs HW=1,006.95' TW=1,005.27' (Dynamic Tailwater) 1=Draintile (Passes 0.02 cfs of 0.62 cfs potential flow) 2=Exfiltration ( Controls 0.02 cfs) Summary for Pond 5P: Biofiltration 5 Inflow Area =0.890 ac,40.45% Impervious, Inflow Depth = 5.59" for 100y 24hr event Inflow =5.35 cfs @ 12.19 hrs, Volume=0.415 af Outflow =5.33 cfs @ 12.20 hrs, Volume=0.415 af, Atten= 0%, Lag= 0.6 min Primary =5.32 cfs @ 12.20 hrs, Volume=0.395 af Secondary =0.02 cfs @ 12.20 hrs, Volume=0.020 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.85' @ 12.20 hrs Surf.Area= 824 sf Storage= 494 cf Plug-Flow detention time= 14.8 min calculated for 0.414 af (100% of inflow) Center-of-Mass det. time= 15.5 min ( 781.7 - 766.2 ) Volume Invert Avail.Storage Storage Description #1 1,006.00'623 cf Custom Stage Data (Prismatic) Listed below (Recalc) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"193803412_Proposed_16060 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 40HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,006.00 340 0 0 1,006.50 620 240 240 1,007.00 910 383 623 Device Routing Invert Outlet Devices #1 Secondary 1,004.00'6.0" Round Draintile L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 1,004.00' / 1,003.50' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 1,006.00'0.800 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #3 Primary 1,006.50'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=5.31 cfs @ 12.20 hrs HW=1,006.85' TW=1,005.21' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 5.31 cfs @ 1.51 fps) Secondary OutFlow Max=0.02 cfs @ 12.20 hrs HW=1,006.85' TW=1,005.21' (Dynamic Tailwater) 1=Draintile (Passes 0.02 cfs of 0.66 cfs potential flow) 2=Exfiltration ( Controls 0.02 cfs) Summary for Pond 6P: Biofiltration 6 Inflow Area =1.280 ac,28.91% Impervious, Inflow Depth = 5.65" for 100y 24hr event Inflow =8.11 cfs @ 12.20 hrs, Volume=0.602 af Outflow =8.00 cfs @ 12.21 hrs, Volume=0.597 af, Atten= 1%, Lag= 0.5 min Primary =7.99 cfs @ 12.21 hrs, Volume=0.584 af Secondary =0.01 cfs @ 12.23 hrs, Volume=0.013 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.58' @ 12.23 hrs Surf.Area= 670 sf Storage= 559 cf Plug-Flow detention time= 10.9 min calculated for 0.597 af (99% of inflow) Center-of-Mass det. time= 6.4 min ( 781.3 - 774.9 ) Volume Invert Avail.Storage Storage Description #1 1,005.50'672 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,005.50 350 0 0 1,006.00 500 213 213 1,006.50 665 291 504 1,006.75 680 168 672 Device Routing Invert Outlet Devices #1 Secondary 1,004.00'6.0" Round Draintile L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 1,004.00' / 1,003.50' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"193803412_Proposed_16060 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 41HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC #2 Device 1 1,005.50'0.800 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #3 Primary 1,006.00'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=7.36 cfs @ 12.21 hrs HW=1,006.57' TW=1,006.45' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 7.36 cfs @ 1.28 fps) Secondary OutFlow Max=0.01 cfs @ 12.23 hrs HW=1,006.58' TW=1,005.35' (Dynamic Tailwater) 1=Draintile (Passes 0.01 cfs of 0.57 cfs potential flow) 2=Exfiltration ( Controls 0.01 cfs) Summary for Pond 7P: Biofiltration 7 Inflow Area =1.280 ac,28.91% Impervious, Inflow Depth = 5.47" for 100y 24hr event Inflow =7.99 cfs @ 12.21 hrs, Volume=0.584 af Outflow =7.99 cfs @ 12.21 hrs, Volume=0.579 af, Atten= 0%, Lag= 0.3 min Primary =7.98 cfs @ 12.21 hrs, Volume=0.574 af Secondary =0.01 cfs @ 13.55 hrs, Volume=0.006 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.55' @ 13.54 hrs Surf.Area= 626 sf Storage= 491 cf Plug-Flow detention time= 10.8 min calculated for 0.579 af (99% of inflow) Center-of-Mass det. time= 5.5 min ( 780.5 - 774.9 ) Volume Invert Avail.Storage Storage Description #1 1,005.50'618 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,005.50 305 0 0 1,006.00 455 190 190 1,006.50 620 269 459 1,006.75 650 159 618 Device Routing Invert Outlet Devices #1 Secondary 1,004.00'6.0" Round Draintile L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 1,004.00' / 1,003.50' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 1,005.50'0.800 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #3 Primary 1,006.00'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"193803412_Proposed_16060 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 42HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Primary OutFlow Max=7.86 cfs @ 12.21 hrs HW=1,006.45' TW=1,005.27' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 7.86 cfs @ 1.74 fps) Secondary OutFlow Max=0.01 cfs @ 13.55 hrs HW=1,006.55' TW=1,006.55' (Dynamic Tailwater) 1=Draintile (Passes 0.01 cfs of 0.01 cfs potential flow) 2=Exfiltration ( Controls 0.01 cfs) Summary for Pond 10P: Wetland North Inflow Area =7.100 ac,12.82% Impervious, Inflow Depth = 5.49" for 100y 24hr event Inflow =37.91 cfs @ 12.25 hrs, Volume=3.246 af Outflow =5.17 cfs @ 13.37 hrs, Volume=1.592 af, Atten= 86%, Lag= 67.2 min Primary =5.17 cfs @ 13.37 hrs, Volume=1.592 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.55' @ 13.49 hrs Surf.Area= 50,612 sf Storage= 97,587 cf Plug-Flow detention time= 268.4 min calculated for 1.592 af (49% of inflow) Center-of-Mass det. time= 198.3 min ( 983.0 - 784.7 ) Volume Invert Avail.Storage Storage Description #1 1,003.00'186,678 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,003.00 9,180 0 0 1,004.00 16,694 12,937 12,937 1,006.00 42,350 59,044 71,981 1,008.00 72,347 114,697 186,678 Device Routing Invert Outlet Devices #1 Primary 1,006.00'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=5.13 cfs @ 13.37 hrs HW=1,006.55' TW=1,006.50' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 5.13 cfs @ 0.93 fps) Summary for Pond 11P: Wetland East Inflow Area =9.910 ac,19.36% Impervious, Inflow Depth = 3.61" for 100y 24hr event Inflow =20.85 cfs @ 12.12 hrs, Volume=2.978 af Outflow =7.20 cfs @ 13.47 hrs, Volume=2.315 af, Atten= 65%, Lag= 81.3 min Primary =7.20 cfs @ 13.47 hrs, Volume=2.315 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.50' @ 13.47 hrs Surf.Area= 16,859 sf Storage= 36,457 cf Plug-Flow detention time= 208.1 min calculated for 2.315 af (78% of inflow) Center-of-Mass det. time= 85.7 min ( 1,010.6 - 924.9 ) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"193803412_Proposed_16060 Printed 6/8/2016Prepared by Stantec Consulting Ltd. Page 43HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 1,002.00'68,938 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,002.00 1,907 0 0 1,004.00 6,618 8,525 8,525 1,006.00 13,714 20,332 28,857 1,008.00 26,367 40,081 68,938 Device Routing Invert Outlet Devices #1 Primary 1,004.49'18.0" Round Culvert L= 49.0' Ke= 0.500 Inlet / Outlet Invert= 1,004.49' / 1,004.00' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 1,006.00'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=7.20 cfs @ 13.47 hrs HW=1,006.50' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 7.20 cfs of 9.15 cfs potential flow) 2=Orifice/Grate (Weir Controls 7.20 cfs @ 2.31 fps) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) P8 OUTPUT P8 Urban Catchment Model, Version 3.4 Run Date 06/08/16 Case 193803412_LakeLucy_160607.p8c FirstDate 01/01/71 Precip(in)50.4 Title Lake Lucy LastDate 12/31/72 Rain(in)40.76 PrecFile msp_4989.pcp Events 134 Snow(in)9.67 PartFile nurp50.p8p TotalHrs 16440 TotalYrs 1.88 Case Title Lake Lucy Case Data File 193803412_LakeLucy_160607.p8c Path V:\1938\active\193803412\Design\Stormwater\P8\ Case Notes: Storm Data File msp_4989.pcp Particle File nurp50.p8p Air Temp File File msp_4889.tmp Time Steps Per Hour 4 Minimum Inter-Event Time (hrs)10 Maximum Continuity Error %2 Rainfall Breakpoint (inches)0.8 Precipitation Scale Factor 1 Air Temp Offset (deg-F)0 Loops Thru Storm File 1 Simulation Dates Start 6/1/1970 Keep 1/1/1971 Stop 12/31/1972 Max Snowfall Temperature (deg-f)32.0 SnowMelt Temperature (deg-f)32.0 Snowmelt Coef (in/degF-Day) 0.06 Soil Freeze Temp (deg-F)32.0 Snowmelt Abstraction Factor 1.00 Evapo-Trans. Calibration Factor 1.00 Growing Season Start Month 5 Growing Season End Month 10 5-Day Antecedent Rainfall + Runoff (inches) CN Antecedent Moisture Condition AMC-II AMC-III Growing Season 1.40 2.10 NonGrowing Season 0.50 1.10 Watershed Data Watershed Name P02A site & No Land Di P04 P05 P06 P08 P09 P03 P07 OS3 OS1 P01 P10 Runoff to Device Biofiltration 1 Wetland East Biofiltration 1 Biofiltration 1 Biofiltration 1 Biofiltration 6 Biofiltration 4 Wetland North Biofiltration 4 Wetland North Biofiltration 3 Biofiltration 3 Wetland North Infiltration to Device Watershed Area 0.34 0.91 0.79 0.33 0.48 1.29 0.75 0.9 0.15 3.97 0.94 2.63 0.06 SCS Curve Number (Pervious)80 84 80 80 80 80 80 79 81 79 79 79 80 Scale Factor for Pervious Runoff Load 1 0 1 1111010011 Indirectly Connected Imperv Fraction 0.0882 0 0 0 0 0.2868 0.28 0 0 0.0453 0 0.3156 0 UnSwept Impervious Fraction 0 0.2187 0.5063 0.5152 0.4375 000100.3511 0 0 UnSwept Depression Storage (inches)0.02 0 0.02 0.02 0.02 0.02 0.02 0 0.02 0.02 0 0.02 0.02 UnSwept Imperv. Runoff Coefficient 1 0 1 1111011011 UnSwept Scale Factor for Particle Loads 1 0 1 1111010011 Swept Impervious Fraction 0 0 0 0000000000 Swept Depression Storage (inches)0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 Swept Imperv. Runoff Coefficient 1 1 1 1111111111 Swept Scale Factor for Particle Loads 1 1 1 1111111111 Sweeping Frequency 0 0 0 0000000000 Sweeping Efficiency 1 1 1 1111111111 Sweeping Start Date (MMDD)101 101 101 101 101 101 101 101 101 101 101 101 101 Sweeping Stop Date (MMDD)1231 1231 1231 1231 1231 1231 1231 1231 1231 1231 1231 1231 1231 Device Data Device Name Wetland East Wetland North Biofiltration 1 Biofiltration 2 Biofiltration 3 Biofiltration 4 Biofiltration 5 Biofiltration 6 Biofiltration 7 Device Type PIPE SPLITTER INF_BASIN INF_BASIN INF_BASIN INF_BASIN INF_BASIN INF_BASIN INF_BASIN Infiltration Outlet Wetland East Wetland East Wetland North Wetland North Wetland North Wetland North Normal Outlet Wetland East Spillway Outlet Wetland East Biofiltration 2 Wetland East Biofiltration 5 Wetland North Biofiltration 7 Wetland North Particle Removal Scale Factor 1 111111 Bottom Elevation (ft)1006 1007 996 1006 1006 1006 1006 Bottom Area (acres)0.0255 0.0562 0.0858 0.0104 0.0076 0.0052 0.0061 Permanent Pool Area (acres) Permanent Pool Volume (ac-ft) Perm Pool Infilt Rate (in/hr) Flood Pool Area (acres)0.0443 0.0772 0.1013 0.0177 0.0154 0.0096 0.0104 Flood Pool Volume (ac-ft)0.0349 0.0668 0.0936 0.007 0.0057 0.0037 0.0041 Flood Pool Infilt Rate (in/hr)0.8 0.8 0.8 0.8 0.8 0.8 0.8 Infilt Basin Void Fraction (%)100 100 100 100 100 100 100 Detention Pond Outlet Parameters Outlet Type Outlet Orifice Diameter (in) Orifice Discharge Coef Outlet Weir Length (ft) Weir Discharge Coef Perforated Riser Height (ft) Number of Holes in Riser Holes Diameter Flood Pool Drain Time (hrs) Swale Parameters Length of Flow Path (ft) Slope of Flow Path % Bottom Width (ft) Side Slope (ft-v/ft-h) Maximum Depth of Flow (ft) Mannings n Constant Hydraulic Model Pipe, Splitter, Aquifer Parameter Hydraulic Res. Time (hrs)0 0 Particle Data Particle File nurp50.p8p Particle Class P0%P10% P30%P50%P80% Filtration Efficiency (%)60 75 75 75 75 Settling Velocity (ft/hr)0 0.03 0.3 1.5 15 First Order Decay Rate (1/day)0 0 0 0 0 2nd Order Decay (1/day-ppm)0 0 0 0 0 Impervious Runoff Conc (ppm)1 0 0 0 0 Pervious Runoff Conc (ppm)1 100 100 100 200 Pervious Conc Exponent 0 1 1 1 1 Accum. Rate (lbs-ac-day)0 1.75 1.75 1.75 3.5 Particle Removal Rate (1/day)0 0.25 0.25 0.25 0.25 Washoff Coefficient 0 20 20 20 20 Washoff Exponent 0 2 2 2 2 Sweeper Efficiency 0 0 0 5 15 Water Quality Component Data Component Name TSS TP TKN CU PB ZN HC Water Quality Criteria (ppm) Level 1 5 0.025 2 2 0.02 5 0.1 Level 2 10 0.05 1 0.0048 0.014 0.0362 0.5 Level 3 20 0.1 0.5 0.02 0.15 0.38 1 Content Scale Factor 1 1 1 1 1 1 1 Particle Composition (mg/kg) P0%0 99000 600000 13600 2000 640000 250000 P10%1000000 3850 15000 340 180 1600 22500 P30%1000000 3850 15000 340 180 1600 22500 P50%1000000 3850 15000 340 180 1600 22500 P80%1000000 0 0 340 180 0 22500 P8 U r b a n C a t c h m e n t M o d e l , V e r s i o n 3 . 4 Ru n D a t e 0 6 / 0 8 / 1 6 Ca s e 1 9 3 8 0 3 4 1 2 _ L a k e L u c y _ 1 6 0 6 0 7 . p 8 c F i r s t D a t e 0 1 / 0 1 / 7 1 P r e c i p ( i n ) 5 0 . 4 Ti t l e L a k e L u c y L a s t D a t e 1 2 / 3 1 / 7 2 R a i n ( i n ) 4 0 . 7 6 Pr e c F i l e m s p _ 4 9 8 9 . p c p E v e n t s 1 3 4 S n o w ( i n ) 9 . 6 7 Pa r t F i l e n u r p 5 0 . p 8 p T o t a l H r s 1 6 4 4 0 T o t a l Y r s 1 . 8 8 Ma s s B a l a n c e s b y D e v i c e De v i c e : O V E R A L L T y p e : N O N E Fl o w L o a d s ( l b s ) Co n c e n t r a t i o n s ( p p m ) Ma s s B a l a n c e T e r m a c r e - f t P 0 % P 1 0 % P 3 0 % P 5 0 % P 8 0 % T S S T P T K N C U P B Z N H C P 0 % P 1 0 % P 3 0 % P 5 0 % P 8 0 % T S S T P T K N C U P B Z N H C 01 w a t e r s h e d i n f l o w s 1 3 . 8 1 2 4 . 2 0 3 3 5 . 3 4 3 3 5 . 3 4 3 3 5 . 3 4 6 7 0 . 6 7 1 6 7 6 . 6 8 6 . 2 7 2 9 . 6 1 0 . 9 0 0 . 3 5 1 7 . 1 0 4 3 . 7 8 0 . 6 4 8 . 9 4 8 . 9 4 8 . 9 4 1 7 . 8 7 4 4 . 6 8 0 . 1 7 0 . 7 9 0 . 0 2 0 . 0 1 0.46 1.17 03 i n f i l t r a t e 2. 6 5 5. 5 1 21 . 2 5 6. 3 0 1. 6 8 0. 3 9 2 9 . 6 1 0. 6 6 3. 7 4 0. 0 8 0. 0 2 3. 5 7 2. 0 4 0. 7 6 2. 9 4 0. 8 7 0.23 0.05 4.10 0.09 0.52 0.01 0.00 0.49 0.28 04 e x f i l t r a t e 2. 6 5 2. 2 0 5. 3 1 1. 5 7 0. 4 2 0. 1 0 7. 4 0 0. 2 5 1. 4 3 0. 0 3 0. 0 1 1. 4 2 0. 7 2 0. 3 1 0. 7 4 0. 2 2 0.06 0.01 1.03 0.03 0.20 0.00 0.00 0.20 0.10 05 f i l t e r e d 0. 0 0 12 . 6 3 15 0 . 1 1 41 . 2 2 10 . 1 1 2. 1 8 2 0 3 . 6 2 2. 0 3 1 0 . 6 0 0. 2 4 0. 0 6 8. 4 1 7. 7 4 0. 0 0 0. 0 0 0. 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 06 n o r m a l o u t l e t 10 . 7 3 8. 5 0 71 . 7 8 30 . 4 9 11 . 7 2 3. 2 0 1 1 7 . 1 9 1. 2 8 6. 8 1 0. 1 6 0. 0 4 5. 6 2 4. 7 6 0. 2 9 2. 4 6 1. 0 5 0.40 0.11 4.02 0.04 0.23 0.01 0.00 0.19 0.16 07 s p i l l w a y o u t l e t 0. 4 3 0. 8 7 14 . 4 6 10 . 3 6 5. 4 2 1. 9 8 3 2 . 2 1 0. 2 0 0. 9 7 0. 0 2 0. 0 1 0. 6 0 0. 9 4 0. 7 5 1 2 . 4 6 8. 9 3 4.68 1.70 2 7 . 7 7 0.17 0.84 0.02 0.01 0.52 0.81 08 s e d i m e n + d e c a y 0. 0 0 0. 0 0 92 . 8 7 25 1 . 6 7 30 7 . 6 6 66 3 . 2 2 1 3 1 5 . 4 2 2. 5 1 9. 7 8 0. 4 5 0. 2 4 1. 0 4 2 9 . 6 0 0. 0 0 0. 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 09 t o t a l i n f l o w 13 . 8 1 24 . 2 0 33 5 . 3 4 33 5 . 3 4 33 5 . 3 4 67 0 . 6 7 1 6 7 6 . 6 8 6. 2 7 2 9 . 6 1 0. 9 0 0. 3 5 1 7 . 1 0 4 3 . 7 8 0. 6 4 8. 9 4 8. 9 4 8.94 1 7 . 8 7 4 4 . 6 8 0.17 0.79 0.02 0.01 0.46 1.17 10 s u r f a c e o u t f l o w 11 . 1 5 9. 3 7 86 . 2 4 40 . 8 5 17 . 1 4 5. 1 7 1 4 9 . 4 0 1. 4 8 7. 7 8 0. 1 8 0. 0 5 6. 2 3 5. 7 0 0. 3 1 2. 8 4 1. 3 5 0.57 0.17 4.93 0.05 0.26 0.01 0.00 0.21 0.19 11 g r o u n d w o u t f l o w 2. 6 5 2. 2 0 5. 3 1 1. 5 7 0. 4 2 0. 1 0 7. 4 0 0. 2 5 1. 4 3 0. 0 3 0. 0 1 1. 4 2 0. 7 2 0. 3 1 0. 7 4 0. 2 2 0.06 0.01 1.03 0.03 0.20 0.00 0.00 0.20 0.10 12 t o t a l o u t f l o w 13 . 8 1 11 . 5 7 91 . 5 5 42 . 4 2 17 . 5 6 5. 2 7 1 5 6 . 8 0 1. 7 3 9. 2 2 0. 2 1 0. 0 5 7. 6 5 6. 4 2 0. 3 1 2. 4 4 1. 1 3 0.47 0.14 4.18 0.05 0.25 0.01 0.00 0.20 0.17 13 t o t a l t r a p p e d 0. 0 0 12 . 6 3 24 2 . 9 8 29 2 . 8 9 31 7 . 7 7 66 5 . 4 0 1 5 1 9 . 0 4 4. 5 4 2 0 . 3 9 0. 6 9 0. 3 0 9. 4 5 3 7 . 3 4 14 s t o r a g e i n c r e a s e 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 15 m a s s b a l a n c e c h e c k 0. 0 0 0. 0 0 0. 8 0 0. 0 3 0. 0 1 0. 0 0 0. 8 4 0. 0 0 0. 0 1 0. 0 0 0. 0 0 0. 0 0 0. 0 2 Lo a d R e d u c t i o n ( % ) 0. 0 0 52 . 2 0 72 . 4 6 87 . 3 4 94 . 7 6 99 . 2 1 9 0 . 6 0 7 2 . 3 7 6 8 . 8 4 7 6 . 5 4 8 5 . 2 9 5 5 . 2 7 8 5 . 2 9 De v i c e : B i o f i l t r a t i o n 1 Ty p e : I N F _ B A S I N Fl o w L o a d s ( l b s ) Co n c e n t r a t i o n s ( p p m ) Ma s s B a l a n c e T e r m ac r e - f t P0 % P1 0 % P3 0 % P5 0 % P8 0 % TS S TP TK N CU PB ZN HC P0 % P 1 0 % P 3 0 % P 5 0 % P 8 0 % TSS TP TKN CU PB ZN HC 01 w a t e r s h e d i n f l o w s 4. 0 7 11 . 0 5 21 4 . 4 0 21 4 . 4 0 21 4 . 4 0 42 8 . 8 1 1 0 7 2 . 0 2 3. 5 7 1 6 . 2 8 0. 5 1 0. 2 2 8. 1 0 2 6 . 8 8 1. 0 0 1 9 . 4 0 1 9 . 4 0 1 9 . 4 0 3 8 . 8 0 9 6 . 9 9 0.32 1.47 0.05 0.02 0.73 2.43 03 i n f i l t r a t e 3. 4 1 9. 2 8 13 1 . 5 3 36 . 2 2 8. 8 1 1. 8 7 1 7 8 . 4 3 1. 6 0 8. 2 2 0. 1 9 0. 0 5 6. 2 2 6. 3 3 1. 0 0 1 4 . 1 7 3. 9 0 0.95 0.20 1 9 . 2 2 0.17 0.89 0.02 0.01 0.67 0.68 04 e x f i l t r a t e 3. 4 1 3. 7 1 32 . 8 8 9. 0 5 2. 2 0 0. 4 7 4 4 . 6 1 0. 5 4 2. 8 9 0. 0 7 0. 0 2 2. 4 5 1. 9 3 0. 4 0 3. 5 4 0. 9 8 0.24 0.05 4.81 0.06 0.31 0.01 0.00 0.26 0.21 05 f i l t e r e d 0. 0 0 5. 5 7 98 . 6 5 27 . 1 6 6. 6 1 1. 4 0 1 3 3 . 8 2 1. 0 6 5. 3 3 0. 1 2 0. 0 4 3. 7 8 4. 4 0 0. 0 0 0. 0 0 0. 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 07 s p i l l w a y o u t l e t 0. 6 5 1. 7 7 21 . 9 2 12 . 9 5 4. 9 3 1. 4 5 4 1 . 2 5 0. 3 3 1. 6 6 0. 0 4 0. 0 1 1. 2 0 1. 3 7 1. 0 0 1 2 . 3 7 7. 3 1 2.78 0.82 2 3 . 2 9 0.19 0.94 0.02 0.01 0.68 0.77 08 s e d i m e n + d e c a y 0. 0 0 0. 0 0 60 . 5 1 16 5 . 2 3 20 0 . 6 6 42 5 . 4 8 8 5 1 . 8 8 1. 6 4 6. 4 0 0. 2 9 0. 1 5 0. 6 8 1 9 . 1 7 0. 0 0 0. 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 09 t o t a l i n f l o w 4. 0 7 11 . 0 5 21 4 . 4 0 21 4 . 4 0 21 4 . 4 0 42 8 . 8 1 1 0 7 2 . 0 2 3. 5 7 1 6 . 2 8 0. 5 1 0. 2 2 8. 1 0 2 6 . 8 8 1. 0 0 1 9 . 4 0 1 9 . 4 0 1 9 . 4 0 3 8 . 8 0 9 6 . 9 9 0.32 1.47 0.05 0.02 0.73 2.43 10 s u r f a c e o u t f l o w 4. 0 7 5. 4 8 54 . 8 1 22 . 0 0 7. 1 3 1. 9 2 8 5 . 8 6 0. 8 7 4. 5 5 0. 1 0 0. 0 3 3. 6 4 3. 3 0 0. 5 0 4. 9 6 1. 9 9 0.65 0.17 7.77 0.08 0.41 0.01 0.00 0.33 0.30 12 t o t a l o u t f l o w 4. 0 7 5. 4 8 54 . 8 1 22 . 0 0 7. 1 3 1. 9 2 8 5 . 8 6 0. 8 7 4. 5 5 0. 1 0 0. 0 3 3. 6 4 3. 3 0 0. 5 0 4. 9 6 1. 9 9 0.65 0.17 7.77 0.08 0.41 0.01 0.00 0.33 0.30 13 t o t a l t r a p p e d 0. 0 0 5. 5 7 15 9 . 1 6 19 2 . 3 9 20 7 . 2 7 42 6 . 8 9 9 8 5 . 7 0 2. 7 0 1 1 . 7 2 0. 4 1 0. 1 9 4. 4 6 2 3 . 5 7 14 s t o r a g e i n c r e a s e 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 15 m a s s b a l a n c e c h e c k 0. 0 0 0. 0 0 0. 4 4 0. 0 1 0. 0 0 0. 0 0 0. 4 6 0. 0 0 0. 0 1 0. 0 0 0. 0 0 0. 0 0 0. 0 1 Lo a d R e d u c t i o n ( % ) 0. 0 0 50 . 3 8 74 . 2 3 89 . 7 3 96 . 6 7 99 . 5 5 9 1 . 9 5 7 5 . 6 9 7 2 . 0 1 7 9 . 8 1 8 7 . 6 8 5 5 . 0 2 8 7 . 6 8 De v i c e : B i o f i l t r a t i o n 2 Ty p e : I N F _ B A S I N Fl o w L o a d s ( l b s ) Co n c e n t r a t i o n s ( p p m ) Ma s s B a l a n c e T e r m ac r e - f t P0 % P1 0 % P3 0 % P5 0 % P8 0 % TS S TP TK N CU PB ZN HC P0 % P 1 0 % P 3 0 % P 5 0 % P 8 0 % TSS TP TKN CU PB ZN HC 02 u p s t r e a m d e v i c e 0. 6 5 1. 7 7 21 . 9 2 12 . 9 5 4. 9 3 1. 4 5 4 1 . 2 5 0. 3 3 1. 6 6 0. 0 4 0. 0 1 1. 2 0 1. 3 7 1. 0 0 1 2 . 3 7 7. 3 1 2.78 0.82 2 3 . 2 9 0.19 0.94 0.02 0.01 0.68 0.77 03 i n f i l t r a t e 0. 5 4 1. 4 7 12 . 5 2 2. 1 0 0. 2 0 0. 0 1 1 4 . 8 2 0. 2 0 1. 1 0 0. 0 3 0. 0 1 0. 9 6 0. 7 0 1. 0 0 8. 5 3 1. 4 3 0.13 0.00 1 0 . 0 9 0.14 0.75 0.02 0.00 0.66 0.48 04 e x f i l t r a t e 0. 5 4 0. 5 9 3. 1 3 0. 5 2 0. 0 5 0. 0 0 3. 7 1 0. 0 7 0. 4 1 0. 0 1 0. 0 0 0. 3 8 0. 2 3 0. 4 0 2. 1 3 0. 3 6 0.03 0.00 2.52 0.05 0.28 0.01 0.00 0.26 0.16 05 f i l t e r e d 0. 0 0 0. 8 8 9. 3 9 1. 5 7 0. 1 5 0. 0 0 1 1 . 1 2 0. 1 3 0. 7 0 0. 0 2 0. 0 0 0. 5 8 0. 4 7 0. 0 0 0. 0 0 0. 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 07 s p i l l w a y o u t l e t 0. 1 1 0. 3 0 3. 3 8 1. 2 6 0. 3 1 0. 0 2 4. 9 7 0. 0 5 0. 2 6 0. 0 1 0. 0 0 0. 2 0 0. 1 9 1. 0 0 1 1 . 1 7 4. 1 6 1.02 0.08 1 6 . 4 4 0.16 0.85 0.02 0.00 0.67 0.62 08 s e d i m e n + d e c a y 0. 0 0 0. 0 0 5. 9 3 9. 5 9 4. 4 2 1. 4 2 2 1 . 3 7 0. 0 8 0. 3 0 0. 0 1 0. 0 0 0. 0 3 0. 4 8 0. 0 0 0. 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 09 t o t a l i n f l o w 0. 6 5 1. 7 7 21 . 9 2 12 . 9 5 4. 9 3 1. 4 5 4 1 . 2 5 0. 3 3 1. 6 6 0. 0 4 0. 0 1 1. 2 0 1. 3 7 1. 0 0 1 2 . 3 7 7. 3 1 2.78 0.82 2 3 . 2 9 0.19 0.94 0.02 0.01 0.68 0.77 10 s u r f a c e o u t f l o w 0. 6 5 0. 8 9 6. 5 1 1. 7 8 0. 3 6 0. 0 3 8. 6 8 0. 1 2 0. 6 6 0. 0 2 0. 0 0 0. 5 8 0. 4 2 0. 5 0 3. 6 8 1. 0 1 0.20 0.01 4.90 0.07 0.37 0.01 0.00 0.33 0.24 12 t o t a l o u t f l o w 0. 6 5 0. 8 9 6. 5 1 1. 7 8 0. 3 6 0. 0 3 8. 6 8 0. 1 2 0. 6 6 0. 0 2 0. 0 0 0. 5 8 0. 4 2 0. 5 0 3. 6 8 1. 0 1 0.20 0.01 4.90 0.07 0.37 0.01 0.00 0.33 0.24 13 t o t a l t r a p p e d 0. 0 0 0. 8 8 15 . 3 3 11 . 1 6 4. 5 7 1. 4 3 3 2 . 4 9 0. 2 1 0. 9 9 0. 0 2 0. 0 1 0. 6 1 0. 9 5 14 s t o r a g e i n c r e a s e 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 15 m a s s b a l a n c e c h e c k 0. 0 0 0. 0 0 0. 0 8 0. 0 0 0. 0 0 0. 0 0 0. 0 9 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 Lo a d R e d u c t i o n ( % ) 0. 0 0 49 . 7 5 69 . 9 1 86 . 2 1 92 . 7 3 98 . 2 5 7 8 . 7 5 6 2 . 9 4 5 9 . 9 2 6 0 . 4 2 6 9 . 3 8 5 1 . 2 5 6 9 . 3 8 De v i c e : B i o f i l t r a t i o n 3 Ty p e : I N F _ B A S I N Fl o w L o a d s ( l b s ) Co n c e n t r a t i o n s ( p p m ) Ma s s B a l a n c e T e r m ac r e - f t P0 % P1 0 % P3 0 % P5 0 % P8 0 % TS S TP TK N CU PB ZN HC P0 % P 1 0 % P 3 0 % P 5 0 % P 8 0 % TSS TP TKN CU PB ZN HC 01 w a t e r s h e d i n f l o w s 3. 0 8 6. 3 7 45 . 6 9 45 . 6 9 45 . 6 9 91 . 3 8 2 2 8 . 4 6 1. 1 6 5. 8 8 0. 1 6 0. 0 5 4. 3 0 6. 7 3 0. 7 6 5. 4 6 5. 4 6 5.46 1 0 . 9 1 2 7 . 2 8 0.14 0.70 0.02 0.01 0.51 0.80 03 i n f i l t r a t e 2. 6 5 5. 5 1 21 . 2 5 6. 3 0 1. 6 8 0. 3 9 2 9 . 6 1 0. 6 6 3. 7 4 0. 0 8 0. 0 2 3. 5 7 2. 0 4 0. 7 6 2. 9 4 0. 8 7 0.23 0.05 4.10 0.09 0.52 0.01 0.00 0.49 0.28 04 e x f i l t r a t e 2. 6 5 2. 2 0 5. 3 1 1. 5 7 0. 4 2 0. 1 0 7. 4 0 0. 2 5 1. 4 3 0. 0 3 0. 0 1 1. 4 2 0. 7 2 0. 3 1 0. 7 4 0. 2 2 0.06 0.01 1.03 0.03 0.20 0.00 0.00 0.20 0.10 05 f i l t e r e d 0. 0 0 3. 3 0 15 . 9 3 4. 7 2 1. 2 6 0. 2 9 2 2 . 2 1 0. 4 1 2. 3 1 0. 0 5 0. 0 1 2. 1 5 1. 3 3 0. 0 0 0. 0 0 0. 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 07 s p i l l w a y o u t l e t 0. 4 3 0. 8 7 14 . 4 6 10 . 3 6 5. 4 2 1. 9 8 3 2 . 2 1 0. 2 0 0. 9 7 0. 0 2 0. 0 1 0. 6 0 0. 9 4 0. 7 5 1 2 . 4 6 8. 9 3 4.68 1.70 2 7 . 7 7 0.17 0.84 0.02 0.01 0.52 0.81 08 s e d i m e n + d e c a y 0. 0 0 0. 0 0 9. 9 6 29 . 0 4 38 . 5 9 89 . 0 2 1 6 6 . 6 1 0. 3 0 1. 1 6 0. 0 6 0. 0 3 0. 1 2 3. 7 5 0. 0 0 0. 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 09 t o t a l i n f l o w 3. 0 8 6. 3 7 45 . 6 9 45 . 6 9 45 . 6 9 91 . 3 8 2 2 8 . 4 6 1. 1 6 5. 8 8 0. 1 6 0. 0 5 4. 3 0 6. 7 3 0. 7 6 5. 4 6 5. 4 6 5.46 1 0 . 9 1 2 7 . 2 8 0.14 0.70 0.02 0.01 0.51 0.80 10 s u r f a c e o u t f l o w 0. 4 3 0. 8 7 14 . 4 6 10 . 3 6 5. 4 2 1. 9 8 3 2 . 2 1 0. 2 0 0. 9 7 0. 0 2 0. 0 1 0. 6 0 0. 9 4 0. 7 5 1 2 . 4 6 8. 9 3 4.68 1.70 2 7 . 7 7 0.17 0.84 0.02 0.01 0.52 0.81 11 g r o u n d w o u t f l o w 2. 6 5 2. 2 0 5. 3 1 1. 5 7 0. 4 2 0. 1 0 7. 4 0 0. 2 5 1. 4 3 0. 0 3 0. 0 1 1. 4 2 0. 7 2 0. 3 1 0. 7 4 0. 2 2 0.06 0.01 1.03 0.03 0.20 0.00 0.00 0.20 0.10 12 t o t a l o u t f l o w 3. 0 8 3. 0 7 19 . 7 7 11 . 9 3 5. 8 4 2. 0 7 3 9 . 6 2 0. 4 5 2. 4 0 0. 0 6 0. 0 1 2. 0 2 1. 6 6 0. 3 7 2. 3 6 1. 4 2 0.70 0.25 4.73 0.05 0.29 0.01 0.00 0.24 0.20 13 t o t a l t r a p p e d 0. 0 0 3. 3 0 25 . 8 9 33 . 7 6 39 . 8 5 89 . 3 1 1 8 8 . 8 1 0. 7 1 3. 4 7 0. 1 1 0. 0 4 2. 2 7 5. 0 7 14 s t o r a g e i n c r e a s e 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 15 m a s s b a l a n c e c h e c k 0. 0 0 0. 0 0 0. 0 3 0. 0 0 0. 0 0 0. 0 0 0. 0 3 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 Lo a d R e d u c t i o n ( % ) 0. 0 0 51 . 8 4 56 . 6 7 73 . 8 9 87 . 2 1 97 . 7 3 8 2 . 6 5 6 1 . 2 9 5 9 . 1 0 6 6 . 4 0 7 5 . 3 6 5 2 . 9 0 7 5 . 3 6 De v i c e : B i o f i l t r a t i o n 4 Ty p e : I N F _ B A S I N Fl o w L o a d s ( l b s ) Co n c e n t r a t i o n s ( p p m ) Ma s s B a l a n c e T e r m ac r e - f t P0 % P1 0 % P3 0 % P5 0 % P8 0 % TS S TP TK N CU PB ZN HC P0 % P 1 0 % P 3 0 % P 5 0 % P 8 0 % TSS TP TKN CU PB ZN HC 01 w a t e r s h e d i n f l o w s 1. 2 9 3. 5 1 51 . 7 9 51 . 7 9 51 . 7 9 10 3 . 5 8 2 5 8 . 9 4 0. 9 5 4. 4 4 0. 1 4 0. 0 5 2. 5 0 6. 7 0 1. 0 0 1 4 . 7 4 1 4 . 7 4 1 4 . 7 4 2 9 . 4 8 7 3 . 7 1 0.27 1.26 0.04 0.02 0.71 1.91 03 i n f i l t r a t e 0. 9 5 2. 5 8 27 . 1 1 7. 7 1 1. 9 6 0. 4 4 3 7 . 2 3 0. 4 0 2. 1 0 0. 0 5 0. 0 1 1. 7 1 1. 4 8 1. 0 0 1 0 . 5 1 2. 9 9 0.76 0.17 1 4 . 4 3 0.15 0.81 0.02 0.00 0.66 0.57 04 e x f i l t r a t e 0. 9 5 1. 0 3 6. 7 8 1. 9 3 0. 4 9 0. 1 1 9. 3 1 0. 1 4 0. 7 6 0. 0 2 0. 0 0 0. 6 8 0. 4 7 0. 4 0 2. 6 3 0. 7 5 0.19 0.04 3.61 0.05 0.29 0.01 0.00 0.26 0.18 05 f i l t e r e d 0. 0 0 1. 5 5 20 . 3 3 5. 7 9 1. 4 7 0. 3 3 2 7 . 9 2 0. 2 6 1. 3 4 0. 0 3 0. 0 1 1. 0 4 1. 0 2 0. 0 0 0. 0 0 0. 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 07 s p i l l w a y o u t l e t 0. 3 4 0. 9 3 11 . 4 7 8. 0 6 4. 2 7 1. 6 8 2 5 . 4 8 0. 1 8 0. 9 2 0. 0 2 0. 0 1 0. 6 3 0. 8 1 1. 0 0 1 2 . 3 0 8. 6 4 4.58 1.80 2 7 . 3 2 0.20 0.98 0.02 0.01 0.68 0.86 08 s e d i m e n + d e c a y 0. 0 0 0. 0 0 12 . 9 7 36 . 0 0 45 . 5 5 10 1 . 4 6 1 9 5 . 9 8 0. 3 6 1. 4 2 0. 0 7 0. 0 4 0. 1 5 4. 4 1 0. 0 0 0. 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 09 t o t a l i n f l o w 1. 2 9 3. 5 1 51 . 7 9 51 . 7 9 51 . 7 9 10 3 . 5 8 2 5 8 . 9 4 0. 9 5 4. 4 4 0. 1 4 0. 0 5 2. 5 0 6. 7 0 1. 0 0 1 4 . 7 4 1 4 . 7 4 1 4 . 7 4 2 9 . 4 8 7 3 . 7 1 0.27 1.26 0.04 0.02 0.71 1.91 10 s u r f a c e o u t f l o w 1. 2 9 1. 9 6 18 . 2 5 9. 9 8 4. 7 6 1. 7 9 3 4 . 7 8 0. 3 2 1. 6 7 0. 0 4 0. 0 1 1. 3 1 1. 2 7 0. 5 6 5. 1 9 2. 8 4 1.36 0.51 9.90 0.09 0.48 0.01 0.00 0.37 0.36 12 t o t a l o u t f l o w 1. 2 9 1. 9 6 18 . 2 5 9. 9 8 4. 7 6 1. 7 9 3 4 . 7 8 0. 3 2 1. 6 7 0. 0 4 0. 0 1 1. 3 1 1. 2 7 0. 5 6 5. 1 9 2. 8 4 1.36 0.51 9.90 0.09 0.48 0.01 0.00 0.37 0.36 13 t o t a l t r a p p e d 0. 0 0 1. 5 5 33 . 3 0 41 . 7 9 47 . 0 2 10 1 . 7 9 2 2 3 . 9 0 0. 6 2 2. 7 6 0. 1 0 0. 0 4 1. 1 9 5. 4 2 14 s t o r a g e i n c r e a s e 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 15 m a s s b a l a n c e c h e c k 0. 0 0 0. 0 0 0. 2 4 0. 0 1 0. 0 0 0. 0 0 0. 2 6 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 1 Lo a d R e d u c t i o n ( % ) 0. 0 0 44 . 0 8 64 . 3 0 80 . 6 9 90 . 7 9 98 . 2 7 8 6 . 4 7 6 5 . 9 0 6 2 . 2 0 7 1 . 5 5 8 0 . 9 1 4 7 . 5 1 8 0 . 9 1 De v i c e : B i o f i l t r a t i o n 5 Ty p e : I N F _ B A S I N Fl o w L o a d s ( l b s ) Co n c e n t r a t i o n s ( p p m ) Ma s s B a l a n c e T e r m ac r e - f t P0 % P1 0 % P3 0 % P5 0 % P8 0 % TS S TP TK N CU PB ZN HC P0 % P 1 0 % P 3 0 % P 5 0 % P 8 0 % TSS TP TKN CU PB ZN HC 02 u p s t r e a m d e v i c e 0. 3 4 0. 9 3 11 . 4 7 8. 0 6 4. 2 7 1. 6 8 2 5 . 4 8 0. 1 8 0. 9 2 0. 0 2 0. 0 1 0. 6 3 0. 8 1 1. 0 0 1 2 . 3 0 8. 6 4 4.58 1.80 2 7 . 3 2 0.20 0.98 0.02 0.01 0.68 0.86 03 i n f i l t r a t e 0. 1 6 0. 4 3 2. 9 3 0. 6 6 0. 1 1 0. 0 1 3. 7 0 0. 0 6 0. 3 1 0. 0 1 0. 0 0 0. 2 8 0. 1 9 1. 0 0 6. 8 3 1. 5 3 0.26 0.02 8.64 0.13 0.73 0.02 0.00 0.65 0.44 04 e x f i l t r a t e 0. 1 6 0. 1 7 0. 7 3 0. 1 6 0. 0 3 0. 0 0 0. 9 3 0. 0 2 0. 1 2 0. 0 0 0. 0 0 0. 1 1 0. 0 6 0. 4 0 1. 7 1 0. 3 8 0.06 0.00 2.16 0.05 0.27 0.01 0.00 0.26 0.15 05 f i l t e r e d 0. 0 0 0. 2 6 2. 2 0 0. 4 9 0. 0 8 0. 0 1 2. 7 8 0. 0 4 0. 2 0 0. 0 0 0. 0 0 0. 1 7 0. 1 3 0. 0 0 0. 0 0 0. 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 07 s p i l l w a y o u t l e t 0. 1 9 0. 5 0 7. 2 1 4. 4 6 1. 6 8 0. 1 8 1 3 . 5 2 0. 1 0 0. 5 0 0. 0 1 0. 0 0 0. 3 4 0. 4 3 1. 0 0 1 4 . 3 1 8. 8 5 3.34 0.35 2 6 . 8 5 0.20 1.00 0.02 0.01 0.68 0.85 08 s e d i m e n + d e c a y 0. 0 0 0. 0 0 1. 3 3 2. 9 4 2. 4 8 1. 4 9 8. 2 5 0. 0 3 0. 1 0 0. 0 0 0. 0 0 0. 0 1 0. 1 9 0. 0 0 0. 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 09 t o t a l i n f l o w 0. 3 4 0. 9 3 11 . 4 7 8. 0 6 4. 2 7 1. 6 8 2 5 . 4 8 0. 1 8 0. 9 2 0. 0 2 0. 0 1 0. 6 3 0. 8 1 1. 0 0 1 2 . 3 0 8. 6 4 4.58 1.80 2 7 . 3 2 0.20 0.98 0.02 0.01 0.68 0.86 10 s u r f a c e o u t f l o w 0. 3 4 0. 6 8 7. 9 4 4. 6 2 1. 7 1 0. 1 8 1 4 . 4 5 0. 1 2 0. 6 2 0. 0 1 0. 0 0 0. 4 5 0. 4 9 0. 7 2 8. 5 1 4. 9 6 1.84 0.19 1 5 . 5 0 0.13 0.66 0.02 0.00 0.49 0.53 12 t o t a l o u t f l o w 0. 3 4 0. 6 8 7. 9 4 4. 6 2 1. 7 1 0. 1 8 1 4 . 4 5 0. 1 2 0. 6 2 0. 0 1 0. 0 0 0. 4 5 0. 4 9 0. 7 2 8. 5 1 4. 9 6 1.84 0.19 1 5 . 5 0 0.13 0.66 0.02 0.00 0.49 0.53 13 t o t a l t r a p p e d 0. 0 0 0. 2 6 3. 5 3 3. 4 4 2. 5 6 1. 5 0 1 1 . 0 2 0. 0 6 0. 3 0 0. 0 1 0. 0 0 0. 1 8 0. 3 1 14 s t o r a g e i n c r e a s e 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 15 m a s s b a l a n c e c h e c k 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 Lo a d R e d u c t i o n ( % ) 0. 0 0 27 . 5 9 30 . 7 5 42 . 6 5 59 . 9 3 89 . 4 1 4 3 . 2 7 3 3 . 7 8 3 2 . 4 3 3 3 . 9 5 3 8 . 7 4 2 8 . 3 4 3 8 . 7 4 De v i c e : B i o f i l t r a t i o n 6 Ty p e : I N F _ B A S I N Fl o w L o a d s ( l b s ) Co n c e n t r a t i o n s ( p p m ) Ma s s B a l a n c e T e r m ac r e - f t P0 % P1 0 % P3 0 % P5 0 % P8 0 % TS S TP TK N CU PB ZN HC P0 % P 1 0 % P 3 0 % P 5 0 % P 8 0 % TSS TP TKN CU PB ZN HC 01 w a t e r s h e d i n f l o w s 1. 1 6 3. 1 5 22 . 8 0 22 . 8 0 22 . 8 0 45 . 6 0 1 1 4 . 0 0 0. 5 8 2. 9 2 0. 0 8 0. 0 3 2. 1 3 3. 3 5 1. 0 0 7. 2 3 7. 2 3 7.23 1 4 . 4 6 3 6 . 1 6 0.18 0.93 0.03 0.01 0.67 1.06 03 i n f i l t r a t e 0. 4 1 1. 1 1 2. 5 0 1. 1 9 0. 5 0 0. 1 8 4. 3 7 0. 1 3 0. 7 3 0. 0 2 0. 0 0 0. 7 1 0. 3 7 1. 0 0 2. 2 6 1. 0 8 0.45 0.16 3.95 0.11 0.66 0.01 0.00 0.65 0.34 04 e x f i l t r a t e 0. 4 1 0. 4 4 0. 6 3 0. 3 0 0. 1 2 0. 0 4 1. 0 9 0. 0 5 0. 2 8 0. 0 1 0. 0 0 0. 2 8 0. 1 4 0. 4 0 0. 5 7 0. 2 7 0.11 0.04 0.99 0.04 0.25 0.01 0.00 0.26 0.12 05 f i l t e r e d 0. 0 0 0. 6 6 1. 8 8 0. 8 9 0. 3 7 0. 1 3 3. 2 7 0. 0 8 0. 4 5 0. 0 1 0. 0 0 0. 4 3 0. 2 4 0. 0 0 0. 0 0 0. 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 07 s p i l l w a y o u t l e t 0. 7 5 2. 0 5 19 . 1 7 16 . 2 7 11 . 0 9 5. 9 6 5 2 . 4 9 0. 3 8 1. 9 3 0. 0 5 0. 0 1 1. 3 8 1. 6 9 1. 0 0 9. 3 6 7. 9 4 5.42 2.91 2 5 . 6 4 0.19 0.94 0.02 0.01 0.68 0.83 08 s e d i m e n + d e c a y 0. 0 0 0. 0 0 1. 1 3 5. 3 5 11 . 2 1 39 . 4 6 5 7 . 1 4 0. 0 7 0. 2 7 0. 0 2 0. 0 1 0. 0 3 1. 2 9 0. 0 0 0. 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 09 t o t a l i n f l o w 1. 1 6 3. 1 5 22 . 8 0 22 . 8 0 22 . 8 0 45 . 6 0 1 1 4 . 0 0 0. 5 8 2. 9 2 0. 0 8 0. 0 3 2. 1 3 3. 3 5 1. 0 0 7. 2 3 7. 2 3 7.23 1 4 . 4 6 3 6 . 1 6 0.18 0.93 0.03 0.01 0.67 1.06 10 s u r f a c e o u t f l o w 1. 1 6 2. 4 9 19 . 7 9 16 . 5 6 11 . 2 2 6. 0 0 5 3 . 5 8 0. 4 3 2. 2 1 0. 0 5 0. 0 1 1. 6 7 1. 8 3 0. 7 9 6. 2 8 5. 2 5 3.56 1.90 1 6 . 9 9 0.14 0.70 0.02 0.00 0.53 0.58 12 t o t a l o u t f l o w 1. 1 6 2. 4 9 19 . 7 9 16 . 5 6 11 . 2 2 6. 0 0 5 3 . 5 8 0. 4 3 2. 2 1 0. 0 5 0. 0 1 1. 6 7 1. 8 3 0. 7 9 6. 2 8 5. 2 5 3.56 1.90 1 6 . 9 9 0.14 0.70 0.02 0.00 0.53 0.58 13 t o t a l t r a p p e d 0. 0 0 0. 6 6 3. 0 0 6. 2 4 11 . 5 8 39 . 5 9 6 0 . 4 2 0. 1 5 0. 7 1 0. 0 3 0. 0 1 0. 4 6 1. 5 3 14 s t o r a g e i n c r e a s e 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 15 m a s s b a l a n c e c h e c k 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 Lo a d R e d u c t i o n ( % ) 0. 0 0 21 . 0 4 13 . 1 7 27 . 3 6 50 . 8 0 86 . 8 3 5 3 . 0 0 2 5 . 3 4 2 4 . 3 5 3 6 . 2 1 4 5 . 4 9 2 1 . 5 3 4 5 . 4 9 De v i c e : B i o f i l t r a t i o n 7 Ty p e : I N F _ B A S I N Fl o w L o a d s ( l b s ) Co n c e n t r a t i o n s ( p p m ) Ma s s B a l a n c e T e r m ac r e - f t P0 % P1 0 % P3 0 % P5 0 % P8 0 % TS S TP TK N CU PB ZN HC P0 % P 1 0 % P 3 0 % P 5 0 % P 8 0 % TSS TP TKN CU PB ZN HC 02 u p s t r e a m d e v i c e 0. 7 5 2. 0 5 19 . 1 7 16 . 2 7 11 . 0 9 5. 9 6 5 2 . 4 9 0. 3 8 1. 9 3 0. 0 5 0. 0 1 1. 3 8 1. 6 9 1. 0 0 9. 3 6 7. 9 4 5.42 2.91 2 5 . 6 4 0.19 0.94 0.02 0.01 0.68 0.83 03 i n f i l t r a t e 0. 2 5 0. 6 9 2. 3 1 0. 7 8 0. 2 1 0. 0 2 3. 3 3 0. 0 8 0. 4 6 0. 0 1 0. 0 0 0. 4 5 0. 2 5 1. 0 0 3. 3 6 1. 1 4 0.31 0.03 4.84 0.12 0.67 0.02 0.00 0.65 0.36 04 e x f i l t r a t e 0. 2 5 0. 2 7 0. 5 8 0. 2 0 0. 0 5 0. 0 1 0. 8 3 0. 0 3 0. 1 8 0. 0 0 0. 0 0 0. 1 8 0. 0 9 0. 4 0 0. 8 4 0. 2 9 0.08 0.01 1.21 0.04 0.26 0.01 0.00 0.26 0.13 05 f i l t e r e d 0. 0 0 0. 4 1 1. 7 3 0. 5 9 0. 1 6 0. 0 2 2. 5 0 0. 0 5 0. 2 8 0. 0 1 0. 0 0 0. 2 7 0. 1 6 0. 0 0 0. 0 0 0. 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 07 s p i l l w a y o u t l e t 0. 5 0 1. 3 6 15 . 8 2 11 . 9 6 6. 1 2 1. 0 6 3 4 . 9 6 0. 2 7 1. 3 2 0. 0 3 0. 0 1 0. 9 2 1. 1 3 1. 0 0 1 1 . 6 3 8. 7 9 4.50 0.78 2 5 . 7 1 0.19 0.97 0.02 0.01 0.68 0.83 08 s e d i m e n + d e c a y 0. 0 0 0. 0 0 1. 0 4 3. 5 2 4. 7 6 4. 8 8 1 4 . 2 0 0. 0 4 0. 1 4 0. 0 0 0. 0 0 0. 0 1 0. 3 2 0. 0 0 0. 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 09 t o t a l i n f l o w 0. 7 5 2. 0 5 19 . 1 7 16 . 2 7 11 . 0 9 5. 9 6 5 2 . 4 9 0. 3 8 1. 9 3 0. 0 5 0. 0 1 1. 3 8 1. 6 9 1. 0 0 9. 3 6 7. 9 4 5.42 2.91 2 5 . 6 4 0.19 0.94 0.02 0.01 0.68 0.83 10 s u r f a c e o u t f l o w 0. 7 5 1. 6 3 16 . 3 9 12 . 1 5 6. 1 7 1. 0 7 3 5 . 7 9 0. 3 0 1. 5 0 0. 0 3 0. 0 1 1. 1 0 1. 2 1 0. 8 0 8. 0 1 5. 9 4 3.02 0.52 1 7 . 4 8 0.14 0.73 0.02 0.00 0.54 0.59 12 t o t a l o u t f l o w 0. 7 5 1. 6 3 16 . 3 9 12 . 1 5 6. 1 7 1. 0 7 3 5 . 7 9 0. 3 0 1. 5 0 0. 0 3 0. 0 1 1. 1 0 1. 2 1 0. 8 0 8. 0 1 5. 9 4 3.02 0.52 1 7 . 4 8 0.14 0.73 0.02 0.00 0.54 0.59 13 t o t a l t r a p p e d 0. 0 0 0. 4 1 2. 7 7 4. 1 1 4. 9 2 4. 8 9 1 6 . 6 9 0. 0 9 0. 4 2 0. 0 1 0. 0 0 0. 2 8 0. 4 8 14 s t o r a g e i n c r e a s e 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 15 m a s s b a l a n c e c h e c k 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 Lo a d R e d u c t i o n ( % ) 0. 0 0 20 . 1 5 14 . 4 7 25 . 2 8 44 . 3 3 82 . 0 7 3 1 . 8 1 2 2 . 6 0 2 2 . 0 4 2 4 . 7 0 2 8 . 2 8 2 0 . 4 3 2 8 . 2 8 De v i c e : W e t l a n d N o r t h Ty p e : S P L I T T E R Fl o w L o a d s ( l b s ) Co n c e n t r a t i o n s ( p p m ) Ma s s B a l a n c e T e r m ac r e - f t P0 % P1 0 % P3 0 % P5 0 % P8 0 % TS S TP TK N CU PB ZN HC P0 % P 1 0 % P 3 0 % P 5 0 % P 8 0 % TSS TP TKN CU PB ZN HC 01 w a t e r s h e d i n f l o w s 3. 4 1 0. 1 1 0. 6 5 0. 6 5 0. 6 5 1. 3 1 3. 2 6 0. 0 2 0. 1 0 0. 0 0 0. 0 0 0. 0 8 0. 1 0 0. 0 1 0. 0 7 0. 0 7 0.07 0.14 0.35 0.00 0.01 0.00 0.00 0.01 0.01 02 u p s t r e a m d e v i c e 2. 4 5 3. 7 8 31 . 7 4 19 . 0 0 8. 5 0 1. 4 0 6 0 . 6 4 0. 6 0 3. 1 6 0. 0 7 0. 0 2 2. 5 2 2. 3 1 0. 5 7 4. 7 6 2. 8 5 1.28 0.21 9.10 0.09 0.47 0.01 0.00 0.38 0.35 07 s p i l l w a y o u t l e t 5. 8 6 3. 9 0 32 . 3 9 19 . 6 5 9. 1 6 2. 7 1 6 3 . 9 0 0. 6 2 3. 2 6 0. 0 7 0. 0 2 2. 5 9 2. 4 1 0. 2 4 2. 0 3 1. 2 3 0.57 0.17 4.01 0.04 0.20 0.00 0.00 0.16 0.15 09 t o t a l i n f l o w 5. 8 6 3. 9 0 32 . 3 9 19 . 6 5 9. 1 6 2. 7 1 6 3 . 9 0 0. 6 2 3. 2 6 0. 0 7 0. 0 2 2. 5 9 2. 4 1 0. 2 4 2. 0 3 1. 2 3 0.57 0.17 4.01 0.04 0.20 0.00 0.00 0.16 0.15 10 s u r f a c e o u t f l o w 5. 8 6 3. 9 0 32 . 3 9 19 . 6 5 9. 1 6 2. 7 1 6 3 . 9 0 0. 6 2 3. 2 6 0. 0 7 0. 0 2 2. 5 9 2. 4 1 0. 2 4 2. 0 3 1. 2 3 0.57 0.17 4.01 0.04 0.20 0.00 0.00 0.16 0.15 12 t o t a l o u t f l o w 5. 8 6 3. 9 0 32 . 3 9 19 . 6 5 9. 1 6 2. 7 1 6 3 . 9 0 0. 6 2 3. 2 6 0. 0 7 0. 0 2 2. 5 9 2. 4 1 0. 2 4 2. 0 3 1. 2 3 0.57 0.17 4.01 0.04 0.20 0.00 0.00 0.16 0.15 15 m a s s b a l a n c e c h e c k 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 Lo a d R e d u c t i o n ( % ) 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 De v i c e : W e t l a n d E a s t Ty p e : PI P E Fl o w L o a d s ( l b s ) Co n c e n t r a t i o n s ( p p m ) Ma s s B a l a n c e T e r m ac r e - f t P0 % P1 0 % P3 0 % P5 0 % P8 0 % TS S TP TK N CU PB ZN HC P0 % P 1 0 % P 3 0 % P 5 0 % P 8 0 % TSS TP TKN CU PB ZN HC 01 w a t e r s h e d i n f l o w s 0. 8 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 02 u p s t r e a m d e v i c e 9. 9 3 8. 5 0 71 . 7 8 30 . 4 9 11 . 7 2 3. 2 0 1 1 7 . 1 9 1. 2 8 6. 8 1 0. 1 6 0. 0 4 5. 6 2 4. 7 6 0. 3 2 2. 6 6 1. 1 3 0.43 0.12 4.34 0.05 0.25 0.01 0.00 0.21 0.18 06 n o r m a l o u t l e t 10 . 7 3 8. 5 0 71 . 7 8 30 . 4 9 11 . 7 2 3. 2 0 1 1 7 . 1 9 1. 2 8 6. 8 1 0. 1 6 0. 0 4 5. 6 2 4. 7 6 0. 2 9 2. 4 6 1. 0 5 0.40 0.11 4.02 0.04 0.23 0.01 0.00 0.19 0.16 09 t o t a l i n f l o w 10 . 7 3 8. 5 0 71 . 7 8 30 . 4 9 11 . 7 2 3. 2 0 1 1 7 . 1 9 1. 2 8 6. 8 1 0. 1 6 0. 0 4 5. 6 2 4. 7 6 0. 2 9 2. 4 6 1. 0 5 0.40 0.11 4.02 0.04 0.23 0.01 0.00 0.19 0.16 10 s u r f a c e o u t f l o w 10 . 7 3 8. 5 0 71 . 7 8 30 . 4 9 11 . 7 2 3. 2 0 1 1 7 . 1 9 1. 2 8 6. 8 1 0. 1 6 0. 0 4 5. 6 2 4. 7 6 0. 2 9 2. 4 6 1. 0 5 0.40 0.11 4.02 0.04 0.23 0.01 0.00 0.19 0.16 12 t o t a l o u t f l o w 10 . 7 3 8. 5 0 71 . 7 8 30 . 4 9 11 . 7 2 3. 2 0 1 1 7 . 1 9 1. 2 8 6. 8 1 0. 1 6 0. 0 4 5. 6 2 4. 7 6 0. 2 9 2. 4 6 1. 0 5 0.40 0.11 4.02 0.04 0.23 0.01 0.00 0.19 0.16 Lo a d R e d u c t i o n ( % ) 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 0. 0 0 APPENDIX H MPCA Special and Impaired Waters Search APPENDIX I MPCA Handout: Reporting Spills and Leaks February 2009 Reporting spills and leaks Minnesota Pollution Control Agency • 520 Lafayette Rd. N., Saint Paul, MN 55155-4194 • www.pca.state.mn.us 651-296-6300 • 800-657-3864 • TTY 651-282-5332 or 800-657-3864 • Available in alternative formats Cleanup fact sheet #1.01 • February 2009 c-er1-01 Reportable spills should be directed to the Minnesota Duty Officer by calling (651) 649-5451 or (800) 422-0798. The duty officer will record all pertinent information and then make the appropriate notifications to the state agencies. inn. Stat. §115.061, which has been in effect since 1969, describes the duty of people to notify the Minnesota Pollution Control Agency (MPCA) when spills and leaks occur: 115.061 — Duty to Notify and Avoid Water Pollution (a) Except as provided in paragraph (b), it is the duty of every person to notify the agency immediately of the discharge, accidental or otherwise, of any substance or material under its control which, if not recovered, may cause pollution of waters of the state, and the responsible person shall recover as rapidly and thoroughly as possible such substance or material and take immediately such other action as may be reasonably possible to minimize or abate pollution of waters of the state caused thereby. (b) Notification is not required under paragraph (a) for a discharge of five gallons or less of petroleum, as defined in section 115C.02, subdivision 10. This paragraph does not affect the other requirements of paragraph (a). The law provides penalties of up to $10,000 per day for violations. The Minnesota Department of Public Safety, Bureau of Criminal Apprehension, operates a 24-hour service, establishing a one-call system for all state reporting requirements. Reportable spills should be directed to the Minnesota Duty Officer by calling (651) 649-5451 or (800) 422-0798. The duty officer will record all pertinent information and then make the appropriate notifications to the state agencies. Spills that must be reported Report spills that may cause pollution, such as spills of toxic, flammable, corrosive and dangerous industrial chemicals. Also report spills of environmentally damaging materials, including milk, coal, animal parts, batteries, etc. Reportable quantities Minnesota has a reporting threshold of greater than five-gallons for petroleum spills. Spills of any quantity of all other chemicals or materials should be reported. If in doubt, report. Anyone who spills is required to report. EVERY person who has “any substance or material under its control” must report spills and leaks. This includes: • property owners who discover contamination; • individuals, partnerships, companies and corporations; • governmental subdivisions, including officers of these entities; • owners of substances being stored or transported by another company; and • contractors who are in physical control of a discharged substance. Sometimes a fire department, police agency or other local or state agency that responds to a spill or leak chooses M Reporting spills and leaks • September 2006 page 2 to report the incident to the MPCA. In some circumstances, the entity may be required to report the spill. However, in no case does a report from someone else stand in lieu of your responsibility to report to the MPCA by calling the Minnesota Duty Officer if a substance is under your control. Be aware that there may be other reporting requirements imposed by local ordinances, state or federal law, or permits. Understanding all reporting requirements is the responsibility of those who handle substances which can pollute. It is the responsibility of the spiller to ensure an effective cleanup and proper management of all wastes generated. With the exception of used oil, waste generated from petroleum spills that have been reported and cleaned up immediately are exempt from Minnesota’s Hazardous Waste Rules. Waste from used oil spills must be sent to a facility for energy recovery. For more information For more information on spill prevention, cleanup or disposal, call the MPCA at (651) 296-6300 or (800) 657-3864 and ask for a member of the Emergency Response Team or go to www.pca.state.mn.us/cleanup/pubs/ertpubs.html on the Internet. Also, visit the U.S. Environmental Protection Agency site at www.epa.gov/oilspill/ for more information. APPENDIX J Inspection Reports and SWPPP Amendments Log (pending) APPENDIX K Notice of Termination/ Permit Modification Form www.pca.state.mn.us • 651-296-6300 • 800-657-3864 • TTY 651-282-5332 or 800-657-3864 • Available in alternative formats wq-strm2-60 • 2/20/14 Page 1 of 2 CSW Notice of Termination/ Permit Modification Form NPDES Construction Stormwater (CSW) Permit Program Doc Type: Notice of Termination/Permit Modification Purpose: Transfer or terminate your National Pollutant Discharge Elimination System (NPDES) Construction Stormwater Permit. Allowable changes are permit termination and permit transfer for all or a portion of the site. Questions: If you have questions about the administrative details of the permit process go to: http://www.pca.state.mn.us/publications/wq-strm2-60i.pdf or call the Stormwater Hotline at 651-757-2119 or 800-657-3804 (non-metro only). Form will be invalid and returned to sender unless the checkbox associated with the applicable actions is checked and the corresponding signature is provided in section A-1, A-2, A-3, and/or A-4. Submittals: You may either e-mail a signed and scanned PDF copy to csw.pca@state.mn.us, or you may mail a hard copy to: Construction Stormwater Permit Program Minnesota Pollution Control Agency 520 Lafayette Road North St. Paul, Minnesota 55155-4194 Existing Permit Identification a. Current permit ID: C000 or SUB00 b. Project name: Project location: Briefly describe where the construction activity occurs (for example: Intersection of 45th St. and Irving Ave.). Include address if available. Select Option 1, 2, or 3 1. Notice of Termination (NOT) for entire site by existing owner Select this option when a project has achieved Final Stabilization (according to Part IV.G of the Permit) with the existing owner/contractor and no part of the site is being transferred to a new owner and all construction activity is complete. Owner and contractor currently authorized under the permit must sign under the “Current” Owner (A-1) and “Current” Contractor (A-2) sections respectively. 2. Transfer of entire site to new owner or contractor (Transfer/Modification) Select this option if the entire site (represented by the ID above) has either a new owner and/or new general contractor. “Current” Owner must authorize and sign for any and all changes. The “Current” Contractor needs to sign only if there is a “New” Contractor for the site. After the “Current” parties have signed their sections respectively, proceed to fill out the “New” Parties information in Section A-3 and/or A-4. 3. Transfer of a portion of a site to a new owner or contractor (Subdivision) Select this option if a portion of a site (permitted under the ID above) has either a new owner and/or new general contractor. “Current” Owner must authorize and sign for any and all changes. The “Current” Contractor needs to sign only if there is a “New” Contractor for the site. After the “Current” parties have signed their sections respectively, proceed to fill out the “New” Parties information in Section A-3 and/or A-4. Describe the portion of the site being transferred: Lot: Block: Project location/address: City, State, and Zip: Example: SW quadrant of 45th Street and Irving Avenue or Lots 1-17 of block 20. Include list of addresses if available or include a map www.pca.state.mn.us • 651-296-6300 • 800-657-3864 • TTY 651-282-5332 or 800-657-3864 • Available in alternative formats wq-strm2-60 • 2/20/14 Page 2 of 2 New Owner/Contractor Information “New” Owner (A-3) Business/Firm name: Last name: First name: Title: E-mail address: Telephone: ( ) Ext. Mailing address: City: State: Zip code: Alternate contact: Last name: First name: Title: E-mail address: Telephone: ( ) Ext. “New” Contractor (A-4) Business/Firm name: Last name: First name: Title: E-mail address: Telephone: ( ) Ext. Mailing address: City: State: Zip code: Alternate contact: Last name: First name: Title: E-mail address: Telephone: ( ) Ext. Certification – All Parties Involved I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage this system, or the persons directly responsible for gathering the information, the information is, to the best of my knowledge and belief, true, accurate and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. I also certify under penalty of law that I have read, understood, and accepted all terms and conditions of the National Pollutant Discharge Elimination System (NPDES)/State Disposal System (SDS) General Stormwater Permit Construction Activity (MN R100001) that authorizes stormwater discharges associated with the construction site identified on this form. This Application must be signed by: Corporation: a principal executive officer of at least the level of vice-president or the duly authorized representative or agent of the executive officer if the representative or agent is responsible for the overall operation of the facility that is the subject of the permit application. Partnership or Sole Proprietorship: a general partner or the proprietor. Municipality, State, Federal or Other Public Agency: principal executive officer or ranking elected official. Current Owner Authorized Representative (A-1) By signing here, I certify the above statements to be true. Current Contractor Authorized Representative (A-2) By signing here, I certify the above statements to be true. Print name: Print name: Company: Company: Signature: Signature: Date (mm/dd/yyyy): Date (mm/dd/yyyy): New Owner Authorized Representative (A-3) By signing here, I certify the above statements to be true. New Contractor Authorized Representative (A-4) By signing here, I certify the above statements to be true. Print name: Print name: Company: Company: Signature: Signature: Date (mm/dd/yyyy): Date (mm/dd/yyyy):