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SathreFawnHill_SWMP2017-08-30
Fawn Hill Development Chanhassen, Minnesota STORMWATER MANAGEMENT PLAN August 2017 AE2S Project #: P12623-2017-013 Prepared by: Advanced Engineering and Environmental Services, Inc. 6901 East Fish Lake Road, Suite 184 Maple Grove, MN 55369-547 Fawn Hill Development STORMWATER MANAGEMENT PLAN AUGUST 2017 I hereby certify that this report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. _________________________________________________ Justin Klabo, PE Date: August 30, 2017 License # 48701 Fawn Hill Development Stormwater Management Plan Report Page i W:\S\Sathre\12623-2017-013\Project Data\030 Preliminary Engineering\Report\AUG 30 2017 Submitttal\SathreFawnHill_SWMP2017-08-30.docx THINK BIG. GO BEYOND. www.ae2s.com Summary of Updates to the Surface Water Management Plan AE2S has made the following updates to the SWMP: based on recently conducted infiltration testing: Updates made for the August 30, 2017 SWMP: 1. Infiltration rate in the report and HydroCAD model were updated to match accordingly based on the infiltration testing results (1.0 in/hr). 2. Report was updated to reflect onsite P8 analysis versus overall regional P8 analysis. 3. Vegetated swales are not included in the abstraction goal anymore since the addition of the infiltration basin. Updates made for the August 29, 2017 SWMP: 4. Double-ring infiltrometer tests were completed on site. The in-situ soil conditions were found to be suitable for infiltration. As a result, the design and SWMP have been updated to integrate an infiltration basin into the overall regional basin. 5. The storm sewer alignment to the pond changed, as a result the storm sewer size & alignment was updated as well. Updates made for the August 24, 2017 SWMP 1. The SWMP design was modified based on a meeting with RPBCWD on August 23, 2017 and the comments received from the WD. The following design changes were made based on the meeting: a. Removed the infiltration basin adjacent to the existing pond b. Expanded the existing stormwater pond to match into the cable concrete overflow and the proposed storm sewer pipe. c. Modified the proposed storm sewer size and profile from MH7 to the pond outfall. i. Analysis was completed using InfoSWMM d. Integrated abstraction credit from vegetated swales throughout the site. e. Updated Tc values for the site subwatersheds. Fawn Hill Development Stormwater Management Plan Report Page ii W:\S\Sathre\12623-2017-013\Project Data\030 Preliminary Engineering\Report\AUG 30 2017 Submitttal\SathreFawnHill_SWMP2017-08-30.docx THINK BIG. GO BEYOND. www.ae2s.com CONTENTS 1.0 INTRODUCTION AND BACKGROUND ................................................................... 1 1.1 Project Background ............................................................................................ 1 1.2 Data Used ............................................................................................................ 1 2.0 STORMWATER MANAGEMENT REQUIREMENTS .................................................... 2 2.1 City of Chanhassen ............................................................................................ 2 2.2 Riley Purgatory Bluff Creek Watershed District ............................................... 2 2.3 Minnesota Pollution Control Agency ............................................................... 2 3.0 METHODOLOGY .................................................................................................... 4 3.1 Hydrology ............................................................................................................. 4 3.2 Hydraulics ............................................................................................................. 4 3.3 Water Quality ....................................................................................................... 4 4.0 ANALYSIS AND RESULTS ........................................................................................ 5 4.1 Existing Conditions ............................................................................................... 5 4.2 Proposed Conditions .......................................................................................... 6 4.3 Basin Summary and Routing .............................................................................. 7 4.4 Rate Control ......................................................................................................... 8 4.5 Water Quality Calculations ............................................................................... 8 5.0 CONCLUSION ...................................................................................................... 11 Fawn Hill Development Stormwater Management Plan Report Page iii W:\S\Sathre\12623-2017-013\Project Data\030 Preliminary Engineering\Report\AUG 30 2017 Submitttal\SathreFawnHill_SWMP2017-08-30.docx THINK BIG. GO BEYOND. www.ae2s.com Figures Figure 1 – Project Location Figure 2 – Existing Drainage Areas Figure 3 – Proposed Drainage Areas Figure 4 – InfoSWMM Model Schematic Map Appendices Appendix A – Web Soil Survey Report Appendix B – HydroCAD Summaries (Pre- and Post-Development) Appendix C – P8 Output Appendix D – Stormwater Pond Outlet Structure Detail Appendix E – InfoSWMM Output Appendix F – Soil Boring Report & Infiltration Testing Results Fawn Hill Development Stormwater Management Plan Report Page 1 W:\S\Sathre\12623-2017-013\Project Data\030 Preliminary Engineering\Report\AUG 30 2017 Submitttal\SathreFawnHill_SWMP2017-08-30.docx THINK BIG. GO BEYOND. www.ae2s.com 1.0 INTRODUCTION AND BACKGROUND 1.1 Project Background The Fawn Hill Development is an approximately 5.4 acre residential development within the city limits of Chanhassen, Minnesota. The development is located within Carver County and the Riley Purgatory Bluff Creek Watershed District (RPBCWD). The site is west of State Highway 117 and north of State Highway (see Figure 1 for site location map). The development is north of the Vistas at Bentz Farms Development, which is currently being constructed. The Stormwater Management Plan for Bentz Farms was submitted in May 2014. This plan considered future buildout conditions for the Fawn Hill Development, and therefore fulfills the requirements for both developments. This Stormwater Management Plan updates the previous design and shows that all stormwater management requirements are met. 1.2 Data Used The following data were used in this analysis: NRCS Soil Survey Aerial Imagery (MnGeo WMS Service, 2013 Carver County) Existing Topography (MnDNR, MnTOPO, 2013) Fawn Hill Development Plans (Sathre-Bergquist, June 2017) Vistas at Bentz Farms Development Plans (Sathre-Bergquist, May, 2014) Vistas at Bentz Farms SWMP (Sathre-Bergquist, Submitted May 2014) Geotechnical Reports (Braun Intertec Corporation, 2014) Riley Purgatory Bluff Creek Watershed District Design Storms Fawn Hill Development Stormwater Management Plan Report Page 2 W:\S\Sathre\12623-2017-013\Project Data\030 Preliminary Engineering\Report\AUG 30 2017 Submitttal\SathreFawnHill_SWMP2017-08-30.docx THINK BIG. GO BEYOND. www.ae2s.com 2.0 STORMWATER MANAGEMENT REQUIREMENTS 2.1 City of Chanhassen The City of Chanhassen developed a Surface Water Management Plan in 2006 that was designed to conform to the goals of the water management organizations that have jurisdiction within the City. The following lists the relevant requirements from the City’s Surface Water Management Plan: The proposed activity / development shall not exceed existing peak runoff rates for the 2- , 10-, and 100-year design storms. These storm events shall follow the NOAA Atlas 14 precipitation intensities and distributions. The 100-year pond high water level (HWL) shall be at least 3-ft below the lowest adjacent structure elevation. Ponds must meet the Nationwide Urban Runoff Program (NURP) standards and provide 90% TSS and 60% TP removal. Pond outlets must provide skimming to prevent the release of floatables and oils. 2.2 Riley Purgatory Bluff Creek Watershed District The site is within the Bluff Creek watershed management area. The following list summarizes the relevant stormwater management rules: The proposed activity / development shall not exceed the existing peak runoff rates for the 2-, 10-, 100-year, and 10-day snowmelt design storms. These storm events shall follow the NOAA Atlas 14 precipitation intensities and distributions. Stormwater runoff volume must be infiltrated or abstracted onsite in the amount equal to 1.1 inches of runoff generated from new impervious surface. The bottom of any infiltration device must be at least 3-ft above the seasonal high groundwater level. Low floor of structures need to be 2 feet above the 100-year event high water level. 2.3 Minnesota Pollution Control Agency The Minnesota Pollution Control Agency (MPCA) regulates stormwater runoff by administering the National Pollution Discharge Elimination System (NPDES) Permit. The NPDES Permit is required for any projects that disturb more than one (1.0) acre of area. The permanent stormwater management requirements of the 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 Stormwater Pollution Prevention Plan (SWPPP) will need to be prepared and a NPDES Permit obtained through the MPCA. The Fawn Hill Development Stormwater Management Plan Report Page 3 W:\S\Sathre\12623-2017-013\Project Data\030 Preliminary Engineering\Report\AUG 30 2017 Submitttal\SathreFawnHill_SWMP2017-08-30.docx THINK BIG. GO BEYOND. www.ae2s.com proposed BMP(s) must be capable of retaining on site one (1) inch of runoff from the new impervious surfaces created by the project. If onsite 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 best management practices outlined in the Permit. Fawn Hill Development Stormwater Management Plan Report Page 4 W:\S\Sathre\12623-2017-013\Project Data\030 Preliminary Engineering\Report\AUG 30 2017 Submitttal\SathreFawnHill_SWMP2017-08-30.docx THINK BIG. GO BEYOND. www.ae2s.com 3.0 METHODOLOGY 3.1 Hydrology The site was analyzed using HydroCAD for pre- and post-development conditions. Runoff generation was estimated using TR-20 methodology. Appendix B contains the HydroCAD model input and output. The NOAA Atlas 14 rainfall depths and nested distributions were used for the analysis. Runoff from pervious and impervious areas was calculated separately. Table 3.1 summarizes the rainfall depths that were used in the peak discharge analysis. Table 3.1 Summary of NOAA Atlas 14 Rainfall Depths (inches) Rainfall Duration 2-Year 10-Year 100-Year 24-Hours 2.87 4.27 7.41 Time of concentration (Tc) for existing conditions was calculated using the TR-55 methodology. For proposed condition subwatersheds, Tc was set to 6 minutes as a conservative approach, with the exception of subwatersheds containing areas being unaltered by the development, which were calculated using TR-55 methodology. Curve numbers were selected for each subwatershed based on the land use, soil conditions and impervious surface area. These parameters were used to select the appropriate CN using TR-55 methodology. 3.2 Hydraulics Dynamic hydraulic routing was computed in InfoSWMM, a GIS based proprietary version of EPA-SWMM. The 100-year event for proposed conditions was run in InfoSWMM to establish the peak hydraulic grade line throughout the system. Detention basins were sized to have at least 2 feet of freeboard from the lowest structure opening for the 100-year rainfall event. In addition, the emergency overflow invert elevation was set to provide at least 1.5 feet of freeboard above the lowest structure opening from any area where surface water is impounded during a flood event. 3.3 Water Quality TSS and TP water quality analysis was carried out using P8, a program developed to analyze the generation and mass transport of pollutants within an urban environment. The model output is included in the appendix to this report. Fawn Hill Development Stormwater Management Plan Report Page 5 W:\S\Sathre\12623-2017-013\Project Data\030 Preliminary Engineering\Report\AUG 30 2017 Submitttal\SathreFawnHill_SWMP2017-08-30.docx THINK BIG. GO BEYOND. www.ae2s.com 4.0 ANALYSIS AND RESULTS 4.1 Existing Conditions Site Topography Currently, the Fawn Hill site is a single family home with two structures and driveways and drains overland west toward a large wetland system feeding Bluff Creek. The area to the south is the Vistas at Bentz Farms Development which is currently being constructed and also drains southwest toward the wetland. For the purposes of analyzing pre- and post-development conditions, the Bentz Farms area is assumed to be one single family home under existing conditions. In addition to the onsite runoff, there are large contributing areas to the north and east of the development. There are two stormwater management ponds to the north and one to the east that serve existing residential areas and discharge to the development area, ultimately contributing to the wetland. The pond to the east discharges under State Highway 117 through an 18-inch RCP. The ponds to the north discharge southeast directly to the wetland via 12-inch draintile. Figure 2 shows the existing conditions including wetland areas, subcatchment areas, time of concentration paths, existing topography, and aerial. Soils The NRCS soils database classifies the on-site soils as Lester-Kilkenny clay loam and loam and Hamel loam with Hydrologic Soil Groups B and C. Although NRCS Soil Survey indicates type B and C soils throughout the site, type D soils were assumed for this analysis due to the boring report. See Appendix A for the Web Soil Survey. Land Use Existing subcatchments were delineated based on existing topography (MnTOPO). Weighted pervious curve numbers were computed based on land use and NRCS hydrologic soil groups, and are summarized in Table 4.1. Table 4.2 summarizes the existing subcatchments. Table 4.1 Summary of Existing Onsite Land Use CN Description Assumptions CN Total Area (ac) % of Total Open Space >75% Cover, Good, D soils 80 9.60 92.5 Existing Impervious N/A 98 0.78 7.5 Total 10.38 100 Fawn Hill Development Stormwater Management Plan Report Page 6 W:\S\Sathre\12623-2017-013\Project Data\030 Preliminary Engineering\Report\AUG 30 2017 Submitttal\SathreFawnHill_SWMP2017-08-30.docx THINK BIG. GO BEYOND. www.ae2s.com Table 4.2 Existing Subcatchments Parameters Subcatchment Composite CN Total Area (ac) Tc (min) EX-BENTZ 81 4.95 23.4 EX-FAWN 81 5.43 27.2 Onsite Total 10.38 - EX-NORTH-A 85 6.43 51.5 EX-NORTH-B 83 3.95 35.7 EX-NORTH-C 81 0.75 15.0 EX-NORTH-D 82 2.25 28.0 EX-EAST 77 16.20 38.6 Onsite and Offsite Total 39.96 - 4.2 Proposed Conditions Site Topography Post-development runoff from Fawn Hill site will drain to the Pond that was constructed as part of the Bentz Farms Development. The eastern portion of the Fawn Hill site will have an area inlet draining backyard lots. The offsite pond to the east will also be connected to the proposed storm sewer and discharged to the Infiltration Basin. Figure 3 shows the proposed drainage conditions, subcatchment boundaries, proposed stormwater infrastructure, and proposed contours. Soils & Land Use The proposed soil types are the same as the existing which were described in section 4.1.2 Soils. The Fawn Hill Development will include nine single family lots. Weighted pervious CN values for each subwatershed were derived based on the CN values provided in Table 4.3. Runoff from impervious area was computed separately within HydroCAD. The total post-developed area contributing to the Infiltration Basin and Pond is approximately 10.38 acres and 29% impervious (this excludes offsite contributing area). Table 4.3 Summary of Proposed Onsite Land Use Proposed subcatchments were delineated based on proposed grading and storm sewer routing. Table 4.4 summarizes proposed subcatchment runoff parameters. Figure 3 shows the proposed CN Description Assumptions CN Total Area (ac) % of Total Open Space >75% Cover, Good, D soils 80 6.88 66.3 Post-Development Impervious N/A 98 3.04 29.3 Water Surface Impervious 98 0.46 4.4 Total 10.38 100 Fawn Hill Development Stormwater Management Plan Report Page 7 W:\S\Sathre\12623-2017-013\Project Data\030 Preliminary Engineering\Report\AUG 30 2017 Submitttal\SathreFawnHill_SWMP2017-08-30.docx THINK BIG. GO BEYOND. www.ae2s.com site grading, storm sewer and subcatchments. Backyard areas were delineated to calculate the proposed ponding elevations for backyard area drains. Table 4.4 Proposed Subcatchment Parameters Subcatchment Composite CN Impervious Area (ac)(1)Total Area (ac) Tc (min) BENTZ-1 89 1.62 3.43 6.0 BENTZ-2 82 0.04 0.44 BENTZ-3 83 0.14 0.77 BENTZ-4 88 0.14 0.31 FAWN-1 86 1.41 4.31 FAWN-2 82 0.15 1.12 Onsite Total 3.50 10.38 - OFF-1 82 0.08 0.61 6.0 OFF-2 80 0 0.14 6.0 NORTH-A 85 1.61 6.43 51.5 NORTH-B 83 0.71 3.95 35.7 NORTH-D 82 0.30 2.25 28.0 EAST 77 4.19 16.20 38.6 Onsite and Offsite Total 10.39 39.96 - (1) Includes proposed, existing, and offsite impervious area as well as pond water surface area at the normal water level (2) Drains directly offsite (3) OFF 2 divided under proposed conditions in order to accurately estimate backyard ponding in the southeast portion of the site 4.3 Basin Summary and Routing The existing wet pond will be modified to create two basins: a wet-detention Pond with a biofiltration bench (existing) and an infiltration basin. Infiltration Basin Runoff from Fawn Hill directed to basin for treatment Depth of infiltration set at 1.5 feet Discharge from infiltration basin into wet pond via articulated concrete block mat spillway Wet Pond & Filtration Bench (existing) Filtration bench relocated in area impacted by infiltration basin Filtration depth unchanged (956.0’-957.0’) No changes to the existing outlet structure (MH, pipe, weir) New articulated concrete block mat spillway added on Lot 1 to discharge higher flow events. Fawn Hill Development Stormwater Management Plan Report Page 8 W:\S\Sathre\12623-2017-013\Project Data\030 Preliminary Engineering\Report\AUG 30 2017 Submitttal\SathreFawnHill_SWMP2017-08-30.docx THINK BIG. GO BEYOND. www.ae2s.com The wet pond will be separated from the filtration bench and infiltration area via a clay embankment to prevent the pond NWL from artificially being drawn down by the draintile. In addition, the filtration bench and infiltration area will be separated via a clay embankment to prevent the draintile artificially drawing down the infiltration basin. Table 4.5 summarizes the high-water levels (HWL) for the Infiltration Basin, Pond and the backyard ponding on the east portion of the site. Backyard ponding and storm sewer hydraulics were modeled in InfoSWMM. Figure 4 shows the InfoSWMM model map and Appendix E contains the complete model output for the 100-year event. Table 4.5 Stormwater Detention Pond, Backyard, and Wetland Performance Location Normal Water Level 100- Year HWL* Lowest Nearby Structure Elev. Lowest Structure Location Freeboard (ft) Pond 956.00 957.67 962.60 Bentz Farms Lot 9 BF 4.93 Infiltration Basin 961.30 963.60 966.10 Fawn Hill Lot 1 BF 2.50 CB-14 / MH-7 N/A 970.07 972.10 Fawn Hill Lot 6 BF 2.03 * Based on peak 100-year hydraulic grade line in InfoSWMM model (Appendix E) 4.4 Rate Control The site was analyzed to determine the pre- and post-development runoff rates to the Wetland. Table 4.6 below summarizes the pre- and post-development discharge rates. See Appendix B for the pre- and post-development HydroCAD summaries. The total post-development discharges are below pre-development discharges for all analyzed design storms. Table 4.6 Summary of Site Peak Discharge Rates (cfs) 2-Year 10-Year 100-Year Existing 20.1 44.0 89.2 Proposed 13.5 36.9 87.7 ∆ -6.6 -7.1 -1.5 4.5 Water Quality Calculations The overall water quality goal is for the development to maintain or reduce the pollutant loadings to downstream water resources for Total Phosphorus (TP) and Total Suspended Solids (TSS). In addition, the RPBFWD requires abstraction or infiltration of 1.1 inches from the new impervious surface area and load reductions of at least 90% for TSS and 60% for TP for proposed development. Table 4.7 summarizes the new impervious area and required volume abstraction for each development. Fawn Hill Development Stormwater Management Plan Report Page 9 W:\S\Sathre\12623-2017-013\Project Data\030 Preliminary Engineering\Report\AUG 30 2017 Submitttal\SathreFawnHill_SWMP2017-08-30.docx THINK BIG. GO BEYOND. www.ae2s.com Table 4.7 Summary of Impervious Area Fawn Hill Bentz Farms Pre-Development (ac) 0.42 1.75 Post-Development (ac) 1.44 3.48 Total New Area (ac) 1.02 1.73 Required Abstraction (cf) 5,750* 6,891 *Required abstraction based on total impervious area because overall site imperviousness is increasing by greater than 50% Two double-ring infiltrometer tests were completed in the vicinity of the proposed infiltration basin. The infiltration results came in at 1.93 in/hr and 2.13 in/hr, with an average of 2.0 in/hr. Per the MN Stormwater Manual, this rate was divided by 2 to get the design infiltration rate of 1.0 in/hr. The HydroCAD model included the 1.0 in/hr as the infiltration rate to determine the duration of drawdown. As a conservative design approach for the infiltration basin itself, the basin depth was only set at 1.5 feet. By comparison, the 1.0 in/hr infiltration rate allows the basin to impound stormwater to a depth of 4 feet and still meet drawdown within 48 hours.. Table 4.8 summarizes the infiltration basin design. Table 4.8 Infiltration Basin Design Basin Invert Infiltration Area (sf) Overflow Depth (ft) Infiltration Rate (in/hr) Infiltration Volume (cf) 961.30 3400 1.50 1.0 5,894 The existing wet pond included a biofiltration bench along the wetland. A portion of the bench will be relocated along Lot 1. The biofiltration bench is located within the upper portion of the 10:1 safety bench and extending an additional 5 feet above at a slope of 6:1, providing 10 feet of filtration media horizontally from the NWL. Table 4.9 summarizes the overall biofiltration design based on the updated system layout. Table 4.9 Biofiltration Bench and Basin Design Filter Invert Filtration Area (sf) Filtration Depth (ft) Design Filtration Rate (in/hr) Design Filtration Flow Rate (cfs) Filtration Volume (cf) 956.0 2,000 1.0 1.2 0.06 19,580 The Riley Purgatory Bluff Creek Watershed District requires that the filtration media invert be at least 3 feet from the underlying groundwater elevation. Groundwater levels were provided by the geotechnical report carried out by Braun Intertec Corporation in August 2013 and by Haugo in 2017. Groundwater separation results are summarized in Table 4.10. Fawn Hill Development Stormwater Management Plan Report Page 10 W:\S\Sathre\12623-2017-013\Project Data\030 Preliminary Engineering\Report\AUG 30 2017 Submitttal\SathreFawnHill_SWMP2017-08-30.docx THINK BIG. GO BEYOND. www.ae2s.com Table 4.10 Groundwater Separation Summary Basin Groundwater Elevation Bottom of Biofiltration Media Freeboard to Groundwater (ft) Biofiltration Bench 950.1 954.0 4.0± Infiltration Basin 958.3 961.3 3.0± To mitigate the risk of downstream contamination from the filtration media the relocated filtration bench will be lined with a clay liner to prevent seepage from the draintile system. The wet-pond was sized to meet water quality standards and peak discharge attenuation. Table 4.10 summarizes the sizing of the pond. The infiltration basin will have a riprap scour hole at the FES as well as sump manholes on the upstream system to provide pre-treatment and to prevent scouring. Table 4.10 Pond Water Quality Design Information Pond Runoff from a 2.5” Event (ac-ft)(a) Permanent Pool Volume (ac-ft) Δ 2.5”/PP Average Depth (ft) Pond 0.85 1.21 0.36 4.2 a Runoff from a 2.5” event with Nested Atlas-14 distribution – Bentz Farms and Fawn Hill development only The regional stormwater pond was evaluated to determine the proposed loading along with the corresponding removal based on the site boundary (see Table 4.11). It was found the regional pond meets the minimum requirements established in the WD rules based on the contributing site area. See Appendix C for the detailed P8 model output. Stormwater from offsite areas is also conveyed to the regional pond in addition to the site water directed from the Fawn Hill & Bentz Farm developments. Table 4.12 below details the overall benefit to the watershed the regional pond provides to the system. The P8 analysis took into account the upstream watershed characteristics along with the in-place stormwater features to determine the amount of pollutants removed from the regional pond. Table 4.11. Regional Pond P8 Performance (Onsite Area) Variable Developed Site Loading (lbs/yr) Total Removed by Onsite BMPs (lbs/yr) Load Reduction (%) TSS 2,687.1 2,423.0 90.2 TP 8.6 6.9 80.2 Fawn Hill Development Stormwater Management Plan Report Page 11 W:\S\Sathre\12623-2017-013\Project Data\030 Preliminary Engineering\Report\AUG 30 2017 Submitttal\SathreFawnHill_SWMP2017-08-30.docx THINK BIG. GO BEYOND. www.ae2s.com Table 4.12. Regional Pond Overall Removal from Onsite and Offsite Areas Variable Pollutants Removed based on Site Area Only (lbs/yr) Pollutants Removed based on Fully Contributing Watershed (lbs/yr) Additional Pollutants Removed from Offsite Watershed Areas (lbs/yr) TSS 2,423.0 2,911.9 488.9 TP 6.9 8.2 1.3 5.0 CONCLUSION Overall, with the addition of the infiltration basin to the existing stormwater facility, the stormwater regulations are met. Fawn Hill Development Stormwater Management Plan Report Page 12 W:\S\Sathre\12623-2017-013\Project Data\030 Preliminary Engineering\Report\AUG 30 2017 Submitttal\SathreFawnHill_SWMP2017-08-30.docx THINK BIG. GO BEYOND. www.ae2s.com FIGURES Date: 6/20/2017 | Coordinate System: NAD 1983 StatePlane North Dakota South FIPS 3302 Feet D:\Sathre - Fawn Hill\Maps\Sathre-FawnHill-Figure1_SiteLocation.mxd | Edited by: zmagdol Locator Map Not to Scale Sathre-Bergquist, Inc. ¯ 0 2,0001,000 Feet 1 inch = 2,000 feet FIGURE 1-STUDY AREALOCATION ChanhassenCarver County, MN Fawn Hill Develop ment Study Are a Advanced Engineering and Environmental Services, Inc. 777777777777 7 7 7777777777 7 7 7 7 7 7 7777 77777 7 7777777777777777777777777777777777777777777777777 7 7 7 1 0 0 4 9549 6 0 996978 984996 1018994 998100096010001010 992 1 0 0 0 1000992 1002990 9881010 9941004952 1000 9 9 4 998 9 8 8 9541000994992996 992 9 8 4 10069661004 1010 9941006996 992 996992 10 0 0 1006 996998 9549981002 9 9 2 9541002 9 9 6 9929761012 996 1 0 0 6 9 9 210189 9 8 9 9 61002992 1010 10029981000 996 1 0021014998 9981006101 0 1000968100098898810061004 9921010992 1010 10041012100210081008 9529 8 61006 1002 97010009869 9 6 1002100499 2 986 978100210041022 9 8 6 100610001000 97299810109961016994966 9749849 9 4 1008992 9561016 9 8 6 10049769569909889781 0 2 2986 988998 9809 9 0 1 0 2 0 10029 9 8 1004 98297810069 9 8 9 9 4 1 0 0 6 996998 980980996 9 9 0986 990954 9829661002988962970972990968 974 996 9 7 6 9 9 4 978964980980994982 9 7 8 982 1 0 0 4 9 8 2 1004984 1 0 0 21020984 980984 1002 9 8 2 1000956 958 10009 8 4 960 962 9 8 41004964 9 8 6954966 9 8 8 1 0 1 8 968 99810161 0 0 0 996 9 7 0 996 976974 9869 7 2 978 9 8 01012 9821014 1010 10069889 8 41008 9941000998 9989 9 6 10029 9 6 9 9 0 986988990 992992994 OFF-EAST OFF-NORTH-A EX -BENTZ EX-FAWN OFF-NORTH-C OFF-NORTH-B OFF-NORTH-D Fawn HillBentzFawn Hill CrocusTulipWindmillGalpinWindsorW a ln u tFawn H illPrai ri e Fl owerB r i n k e r CloverHunter M a je s t ic Date: 6/20/2017 | Coordinate System: NAD 1983 StatePlane North Dakota South FIPS 3302 Feet D:\Sathre - Fawn Hill\Maps\Sathre-FawnHill-ExistingCondition.mxd | Edited by: zmagdol Locator Map Not to Scale Sathre-Bergquist, Inc. ¯ 0 200100Feet 1 inch = 200 feet FIGURE 2-EXISTINGDRAINAGECONDITIONS ChanhassenCarver County, MN Fawn Hill Develop ment Existing Dra inage Areas 7 TC Flowpaths 7 Existing Storm Sewe r Offsite Sto rmwa ter Ponds Wetlan d Existing 2-ft Co nto urs (201 3 MnTO PO LiDAR) Advanced Engineering and Environmental Services, Inc. 77777777777777777777777777777777777777777777777777777777777777777777777 7 BENTZ-1 FAW N-1 OFF-1 BENTZ-4 BENTZ-2 BENTZ-3 FAW N-2 OFF-2 EAST NOR TH -A NORTH-B NOR TH -D Fawn HillBentzFawn Hi l l CrocusTulipWindmillGalpinWindsorW a ln u tFawn H illPrai r i e Fl ower B r i n k e r Clover Hunter M a je s t ic Date: 8/29/2017 | Coordinate System: NAD 1983 StatePlane North Dakota South FIPS 3302 Feet D:\Sathre - Fawn Hill\Maps\Sathre-FawnHill-ProposedCondition.mxd | Edited by: zmagdol Locator Map Not to Scale Sathre-Bergquist, Inc. ¯ 0 200100Feet 1 inch = 200 feet FIGURE 3-PROPOSEDDRAINAGECONDITIONS ChanhassenCarver County, MN Fawn Hill Develop ment Infiltration Basin Onsite Pond BMP Grad ing Prop osed Cond itions Draina ge Areas Offsite Sto rmwa ter Ponds Biofiltra tion 7 Prop osed Storm Sewer Sw ales Po st-Development Impervio us Area Fawn Hill Grad ing Be ntz Fa rms Grading Wetlan d Advanced Engineering and Environmental Services, Inc. ? ? ? ? ? ? ? ?##CB_4 CB-5 CB_9 CB_3 CB_6 MH_7 MH_8 MH_10 MH_11 CB_8A JCT-58 JCT-56 JCT-54 JCT-52 JCT-50 JCT-48 JCT-46 JCT-44 JCT-42 JCT-40 JCT-38 W EIR -47WEIR-11W E IR -2 1WEIR-13W EIR-17W EIR-15WEIR-45WEIR-31WEIR-25 W EIR-41CDT-43C D T-69 CDT-61C D T-27CDT-49CDT-35CDT-55 C D T-11CB6_TO_CB5MH7_TO_CB6 C D T -7 1 CDT-51SUB-EAST SUB-NORTH-1 SUB-POND SUB-OFF-CB-14 SUB-NORTH-2 SUB-INFILTRATION SUB-CB-14SUB-CB-5 SUB-CB-9 SUB-CB-6 SUB-CB-8A SUB-CB-3 SUB-CB-2 ROW POND EAST NORTH NORTH2 BACKYARDSTOR-CB-5 INFILTRATION Date: 8/29/2017 | Coordinate System: NAD 1983 HARN Adj MN Carver Feet D:\Sathre - Fawn Hill\InfoSWMM\SathreFawnHill-StormSewer_InfoSWMM3.mxd | Edited by: zmagdol Locator Map Not to Scale Sathre-Bergquist, Inc. ¯ 0 12562.5 Feet 1 inch = 125 feet Figure 4-InfoSWMMSchematic Map ChanhassenCarver County, MN Fawn Hill Develop ment Advanced Engineering and Environmental Services, Inc. Fawn Hill Development Stormwater Management Plan Report Page 13 W:\S\Sathre\12623-2017-013\Project Data\030 Preliminary Engineering\Report\AUG 30 2017 Submitttal\SathreFawnHill_SWMP2017-08-30.docx THINK BIG. GO BEYOND. www.ae2s.com APPENDICES Fawn Hill Development Stormwater Management Plan Report Page 14 W:\S\Sathre\12623-2017-013\Project Data\030 Preliminary Engineering\Report\AUG 30 2017 Submitttal\SathreFawnHill_SWMP2017-08-30.docx THINK BIG. GO BEYOND. www.ae2s.com Appendix A NRCS Soil Report 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 Fawn Hill Development Natural Resources Conservation Service June 13, 2017 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 (https://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 2 alternative means 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.................................................................................................................. 8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................ 11 Map Unit Descriptions.........................................................................................11 Carver County, Minnesota.............................................................................. 13 HM—Hamel loam, 0 to 2 percent slopes.....................................................13 KB—Kilkenny-Lester loams, 2 to 6 percent slopes.....................................14 KC—Lester-Kilkenny loams, 6 to 12 percent slopes...................................16 KC2—Lester-Kilkenny loams, 6 to 12 percent slopes, eroded....................17 KD2—Lester-Kilkenny loams, 12 to 18 percent slopes, eroded..................19 KE2—Lester-Kilkenny loams, 18 to 25 percent slopes, eroded..................21 KF—Lester-Kilkenny loams, 25 to 40 percent slopes................................. 22 MK—Muskego and Houghton soils, 0 to 1 percent slopes..........................24 NE3—Lester-Kilkenny clay loams, 18 to 25 percent slopes, severely eroded...................................................................................................26 References............................................................................................................28 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 5 scientists classified and named the soils in the survey area, they compared the 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 Custom Soil Resource Report 6 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 7 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. 8 9 Custom Soil Resource Report Soil Map 496830049684004968500496860049687004968800496830049684004968500496860049687004968800454000 454100 454200 454300 454400 454500 454600 454700 454800 454900 454000 454100 454200 454300 454400 454500 454600 454700 454800 454900 44° 52' 17'' N 93° 34' 57'' W44° 52' 17'' N93° 34' 15'' W44° 51' 58'' N 93° 34' 57'' W44° 51' 58'' N 93° 34' 15'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 15N WGS84 0 200 400 800 1200 Feet 0 50 100 200 300 Meters Map Scale: 1:4,280 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. 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: 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 13, Sep 19, 2016 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 10 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 14.7 23.9% KB Kilkenny-Lester loams, 2 to 6 percent slopes 20.5 33.2% KC Lester-Kilkenny loams, 6 to 12 percent slopes 4.0 6.4% KC2 Lester-Kilkenny loams, 6 to 12 percent slopes, eroded 16.1 26.1% KD2 Lester-Kilkenny loams, 12 to 18 percent slopes, eroded 4.2 6.8% KE2 Lester-Kilkenny loams, 18 to 25 percent slopes, eroded 0.0 0.1% KF Lester-Kilkenny loams, 25 to 40 percent slopes 0.1 0.1% MK Muskego and Houghton soils, 0 to 1 percent slopes 0.3 0.5% NE3 Lester-Kilkenny clay loams, 18 to 25 percent slopes, severely eroded 1.8 2.9% Totals for Area of Interest 61.6 100.0% 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 Custom Soil Resource Report 11 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 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 12 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: Colluvium over 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 Ecological site: Wet Footslope/Drainageway Forests (F103XY030MN) Other vegetative classification: Level Swale, Neutral (G103XS001MN) Hydric soil rating: Yes Custom Soil Resource Report 13 Minor Components Terril Percent of map unit: 10 percent Landform: Ground moraines Landform position (two-dimensional): Footslope, toeslope Landform position (three-dimensional): Dip Down-slope shape: Concave Across-slope shape: Linear Ecological site: Footslope/Drainageway Prairies (R103XY011MN) Other vegetative classification: Level Swale, Neutral (G103XS001MN) Hydric soil rating: No Glencoe Percent of map unit: 5 percent Landform: Ground moraines Down-slope shape: Concave Across-slope shape: Concave Ecological site: Depressional Marsh (R103XY015MN) Other vegetative classification: Ponded If Not Drained (G103XS013MN) Hydric soil rating: Yes 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 Custom Soil Resource Report 14 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 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 Ecological site: Clayey Upland Forests (F103XY026MN) Other vegetative classification: Sloping Upland, Acid (G103XS006MN) Hydric soil rating: No 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 Ecological site: Loamy Upland Savannas (R103XY020MN) Other vegetative classification: Sloping Upland, Acid (G103XS006MN) Hydric soil rating: No Custom Soil Resource Report 15 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 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 Ecological site: Loamy Upland Savannas (R103XY020MN) Other vegetative classification: Sloping Upland, Acid (G103XS006MN) Hydric soil rating: No Custom Soil Resource Report 16 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 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 Ecological site: Clayey Upland Forests (F103XY026MN) Other vegetative classification: Sloping Upland, Acid (G103XS006MN) Hydric soil rating: No KC2—Lester-Kilkenny loams, 6 to 12 percent slopes, eroded Map Unit Setting National map unit symbol: f9j4 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: Farmland of statewide importance 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. Custom Soil Resource Report 17 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 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 Ecological site: Loamy Upland Savannas (R103XY020MN) Other vegetative classification: Sloping Upland, Acid (G103XS006MN) Hydric soil rating: No 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 Ap - 0 to 9 inches: loam Bt - 9 to 53 inches: clay loam 2BC,2C - 53 to 80 inches: loam 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 Custom Soil Resource Report 18 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 Ecological site: Clayey Upland Forests (F103XY026MN) Other vegetative classification: Sloping Upland, Acid (G103XS006MN) Hydric soil rating: No KD2—Lester-Kilkenny loams, 12 to 18 percent slopes, eroded Map Unit Setting National map unit symbol: f9j6 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 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: 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 Custom Soil Resource Report 19 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 Ecological site: Loamy Upland Savannas (R103XY020MN) Other vegetative classification: Sloping; Fine Texture (G103XS023MN) Hydric soil rating: No 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 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 Ecological site: Clayey Upland Forests (F103XY026MN) Other vegetative classification: Sloping; Fine Texture (G103XS023MN) Hydric soil rating: No Custom Soil Resource Report 20 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 Ecological site: Loamy Upland Savannas (R103XY020MN) Other vegetative classification: Steep; Fine Texture (G103XS017MN) Hydric soil rating: No Custom Soil Resource Report 21 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 Ecological site: Clayey Upland Savannas (R103XY021MN) Other vegetative classification: Steep; Fine Texture (G103XS017MN) Hydric soil rating: No KF—Lester-Kilkenny loams, 25 to 40 percent slopes Map Unit Setting National map unit symbol: f9j8 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. Custom Soil Resource Report 22 Description of Lester Setting Landform: Moraines Landform position (two-dimensional): Backslope Down-slope shape: Linear Across-slope shape: Linear 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: 25 to 40 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): 7e Hydrologic Soil Group: B Ecological site: Loamy Upland Savannas (R103XY020MN) Other vegetative classification: Not Suited (G103XS024MN) Hydric soil rating: No Description of Kilkenny Setting Landform: Moraines Landform position (two-dimensional): Backslope Down-slope shape: Linear Across-slope shape: Linear 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: 25 to 35 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 Custom Soil Resource Report 23 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): 7e Hydrologic Soil Group: C Ecological site: Clayey Upland Savannas (R103XY021MN) Other vegetative classification: Not Suited (G103XS024MN) Hydric soil rating: No MK—Muskego and Houghton soils, 0 to 1 percent slopes Map Unit Setting National map unit symbol: 2t3nt 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 Muskego, surface drained, and similar soils: 45 percent Houghton, ponded, and similar soils: 40 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Muskego, Surface Drained Setting Landform: Depressions Down-slope shape: Concave Across-slope shape: Concave Parent material: Organic material over coprogenic material Typical profile Oap - 0 to 10 inches: muck Oa - 10 to 28 inches: muck Lco - 28 to 79 inches: coprogenous mucky silt 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 6.00 in/hr) Depth to water table: About 0 to 6 inches Frequency of flooding: None Custom Soil Resource Report 24 Frequency of ponding: Frequent Calcium carbonate, maximum in profile: 80 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Very high (about 17.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6w Hydrologic Soil Group: C/D Ecological site: Organic Marsh (R103XY016MN) Other vegetative classification: Organic (G103XS014MN) Hydric soil rating: Yes Description of Houghton, Ponded Setting Landform: Marshes Down-slope shape: Concave Across-slope shape: Concave Parent material: Organic material Typical profile Oa1 - 0 to 9 inches: muck Oa2 - 9 to 79 inches: muck 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 high to high (0.20 to 6.00 in/hr) Depth to water table: About 0 inches Frequency of flooding: None Frequency of ponding: Frequent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Very high (about 23.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8w Hydrologic Soil Group: A/D Ecological site: Organic Marsh (R103XY016MN) Other vegetative classification: Not Suited (G103XS024MN) Hydric soil rating: Yes Minor Components Klossner, drained Percent of map unit: 10 percent Landform: Depressions Down-slope shape: Concave Across-slope shape: Concave Ecological site: Organic Marsh (R103XY016MN) Other vegetative classification: Organic (G103XS014MN) Hydric soil rating: Yes Custom Soil Resource Report 25 Glencoe Percent of map unit: 5 percent Landform: Depressions Down-slope shape: Concave Across-slope shape: Concave Ecological site: Depressional Marsh (R103XY015MN) Other vegetative classification: Ponded If Not Drained (G103XS013MN) Hydric soil rating: Yes NE3—Lester-Kilkenny clay loams, 18 to 25 percent slopes, severely eroded Map Unit Setting National map unit symbol: f9jv 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, severely eroded, and similar soils: 60 percent Kilkenny, severely eroded, and similar soils: 40 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Lester, Severely Eroded Setting Landform: Moraines Landform position (two-dimensional): Shoulder Down-slope shape: Convex Across-slope shape: Convex Parent material: Till Typical profile Ap - 0 to 5 inches: clay loam 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 Custom Soil Resource Report 26 Frequency of ponding: None Calcium carbonate, maximum in profile: 25 percent Gypsum, maximum in profile: 1 percent Available water storage in profile: High (about 10.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: B Ecological site: Loamy Upland Savannas (R103XY020MN) Other vegetative classification: Steep; Fine Texture (G103XS017MN) Hydric soil rating: No Description of Kilkenny, Severely 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: clay 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 10.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: C Ecological site: Clayey Upland Savannas (R103XY021MN) Other vegetative classification: Steep; Fine Texture (G103XS017MN) Hydric soil rating: No Custom Soil Resource Report 27 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 28 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 29 Fawn Hill Development Stormwater Management Plan Report Page 15 W:\S\Sathre\12623-2017-013\Project Data\030 Preliminary Engineering\Report\AUG 30 2017 Submitttal\SathreFawnHill_SWMP2017-08-30.docx THINK BIG. GO BEYOND. www.ae2s.com Appendix B HydroCAD Input and Output Proposed ConditionsExisting ConditionsBENTZ-1BENTZ-2BENTZ-3BENTZ-4EASTEX-BENTZEX-EASTEX-FAWNEX-N-AEX-N-BEX-N-CEX-N-DFAWN-1FAWN-2N-AN-BN-DOFF-1OFF-24P5P8PE-PONDINFILMAN-MADEN-PONDPond#1EX-OUTPR-OUTRouting Diagram for Sathre_FawnHill_2017-08-28Prepared by {enter your company name here}, Printed 8/30/2017HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSubcatReachPondLinkFawn Hill DevelopmentSathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 2HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCArea Listing (all nodes)Area(acres)CN Description(subcatchment-numbers)8.364 61 >75% Grass cover, Good, HSG B (EAST, EX-EAST)15.648 74 >75% Grass cover, Good, HSG C (EAST, EX-EAST)37.850 80 >75% Grass cover, Good, HSG D (BENTZ-1, BENTZ-2, BENTZ-3, BENTZ-4, EX-BENTZ, EX-FAWN, EX-N-A, EX-N-B, EX-N-C, EX-N-D, FAWN-1, FAWN-2, N-A, N-B, N-D, OFF-1, OFF-2)17.562 98 Impervious (BENTZ-1, BENTZ-2, BENTZ-3, BENTZ-4, EAST, EX-BENTZ, EX-EAST, EX-FAWN, EX-N-A, EX-N-B, EX-N-C, EX-N-D, FAWN-1, FAWN-2, N-A, N-B, N-D, OFF-1)0.459 98 Water Surface (BENTZ-1, FAWN-1)79.883 81 TOTAL AREA Fawn Hill DevelopmentSathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 3HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSoil Listing (all nodes)Area(acres)SoilGroupSubcatchmentNumbers0.000 HSG A8.364 HSG B EAST, EX-EAST15.648 HSG C EAST, EX-EAST37.850 HSG D BENTZ-1, BENTZ-2, BENTZ-3, BENTZ-4, EX-BENTZ, EX-FAWN, EX-N-A, EX-N-B, EX-N-C, EX-N-D, FAWN-1, FAWN-2, N-A, N-B, N-D, OFF-1, OFF-218.021 Other BENTZ-1, BENTZ-2, BENTZ-3, BENTZ-4, EAST, EX-BENTZ, EX-EAST, EX-FAWN, EX-N-A, EX-N-B, EX-N-C, EX-N-D, FAWN-1, FAWN-2, N-A, N-B, N-D, OFF-179.883 TOTAL AREAFawn Hill DevelopmentSathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 4HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCGround Covers (all nodes)HSG-A(acres)HSG-B(acres)HSG-C(acres)HSG-D(acres)Other(acres)Total(acres)GroundCoverSubcatchmentNumbers0.000 8.364 15.648 37.850 0.000 61.862 >75% Grass cover, Good BENTZ-1, BENTZ-2, BENTZ-3, BENTZ-4, EAST, EX-BENTZ, EX-EAST, EX-FAWN, EX-N-A, EX-N-B, EX-N-C, EX-N-D, FAWN-1, FAWN-2, N-A, N-B, N-D, OFF-1, OFF-20.000 0.000 0.000 0.000 17.562 17.562 Impervious BENTZ-1, BENTZ-2, BENTZ-3, BENTZ-4, EAST, EX-BENTZ, EX-EAST, EX-FAWN, EX-N-A, EX-N-B, EX-N-C, Fawn Hill DevelopmentSathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 5HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCGround Covers (all nodes) (continued)HSG-A(acres)HSG-B(acres)HSG-C(acres)HSG-D(acres)Other(acres)Total(acres)GroundCoverSubcatchmentNumbers0.000 0.000 0.000 0.000 0.459 0.459 Water Surface BENTZ-1, FAWN-10.000 8.364 15.648 37.850 18.021 79.883 TOTAL AREAFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 6HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCTime span=0.00-160.00 hrs, dt=0.05 hrs, 3201 pointsRunoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv.Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind methodRunoff Area=3.423 ac 47.41% Impervious Runoff Depth=1.86"Subcatchment BENTZ-1: Tc=6.0 min CN=80/98 Runoff=10.08 cfs 0.530 afRunoff Area=0.436 ac 10.09% Impervious Runoff Depth=1.30"Subcatchment BENTZ-2: Tc=6.0 min CN=80/98 Runoff=0.94 cfs 0.047 afRunoff Area=0.775 ac 18.06% Impervious Runoff Depth=1.42"Subcatchment BENTZ-3: Tc=6.0 min CN=80/98 Runoff=1.80 cfs 0.092 afRunoff Area=0.313 ac 44.09% Impervious Runoff Depth=1.81"Subcatchment BENTZ-4: Tc=6.0 min CN=80/98 Runoff=0.90 cfs 0.047 afRunoff Area=16.196 ac 25.87% Impervious Runoff Depth=1.13"Subcatchment EAST: Flow Length=1,067' Tc=38.6 min CN=69/98 Runoff=11.50 cfs 1.523 afRunoff Area=4.948 ac 7.30% Impervious Runoff Depth=1.26"Subcatchment EX-BENTZ: Flow Length=883' Tc=23.4 min CN=80/98 Runoff=5.79 cfs 0.520 afRunoff Area=16.196 ac 25.87% Impervious Runoff Depth=1.13"Subcatchment EX-EAST: Flow Length=1,067' Tc=38.6 min CN=69/98 Runoff=11.50 cfs 1.523 afRunoff Area=5.431 ac 7.70% Impervious Runoff Depth=1.27"Subcatchment EX-FAWN: Flow Length=858' Tc=27.2 min CN=80/98 Runoff=5.87 cfs 0.574 afRunoff Area=6.425 ac 25.11% Impervious Runoff Depth=1.53"Subcatchment EX-N-A: Flow Length=842' Tc=51.5 min CN=80/98 Runoff=5.63 cfs 0.817 afRunoff Area=3.945 ac 18.00% Impervious Runoff Depth=1.42"Subcatchment EX-N-B: Flow Length=600' Tc=35.7 min CN=80/98 Runoff=4.05 cfs 0.467 afRunoff Area=0.747 ac 6.96% Impervious Runoff Depth=1.26"Subcatchment EX-N-C: Tc=15.0 min CN=80/98 Runoff=1.09 cfs 0.078 afRunoff Area=2.250 ac 13.11% Impervious Runoff Depth=1.35"Subcatchment EX-N-D: Flow Length=180' Slope=0.0400 '/' Tc=28.0 min CN=80/98 Runoff=2.53 cfs 0.253 afRunoff Area=4.308 ac 32.61% Impervious Runoff Depth=1.64"Subcatchment FAWN-1: Tc=6.0 min CN=80/98 Runoff=11.34 cfs 0.588 afRunoff Area=1.123 ac 13.18% Impervious Runoff Depth=1.35"Subcatchment FAWN-2: Tc=6.0 min CN=80/98 Runoff=2.50 cfs 0.126 afRunoff Area=6.425 ac 25.11% Impervious Runoff Depth=1.53"Subcatchment N-A: Flow Length=842' Tc=51.5 min CN=80/98 Runoff=5.63 cfs 0.817 afRunoff Area=3.945 ac 18.00% Impervious Runoff Depth=1.42"Subcatchment N-B: Flow Length=600' Tc=35.7 min CN=80/98 Runoff=4.05 cfs 0.467 af Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 7HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCRunoff Area=2.250 ac 13.11% Impervious Runoff Depth=1.35"Subcatchment N-D: Flow Length=180' Slope=0.0400 '/' Tc=28.0 min CN=80/98 Runoff=2.53 cfs 0.253 afRunoff Area=0.607 ac 12.52% Impervious Runoff Depth=1.34"Subcatchment OFF-1: Tc=6.0 min CN=80/98 Runoff=1.34 cfs 0.068 afRunoff Area=0.140 ac 0.00% Impervious Runoff Depth=1.15"Subcatchment OFF-2: Tc=6.0 min CN=80/0 Runoff=0.27 cfs 0.013 afPeak Elev=986.70' Storage=8,722 cf Inflow=5.96 cfs 1.070 afPond 4P: Primary=1.49 cfs 0.827 af Secondary=4.37 cfs 0.219 af Outflow=5.86 cfs 1.046 afPeak Elev=992.62' Storage=5,852 cf Inflow=2.53 cfs 0.253 afPond 5P: Primary=0.36 cfs 0.252 af Secondary=0.00 cfs 0.000 af Outflow=0.36 cfs 0.252 afPeak Elev=981.29' Storage=37,586 cf Inflow=11.50 cfs 1.523 afPond 8P: 18.0" Round Culvert n=0.013 L=140.0' S=0.0200 '/' Outflow=6.27 cfs 1.522 afPeak Elev=981.29' Storage=37,586 cf Inflow=11.50 cfs 1.523 afPond E-POND: 18.0" Round Culvert n=0.013 L=60.0' S=0.0283 '/' Outflow=6.27 cfs 1.522 afPeak Elev=963.36' Storage=0.197 af Inflow=17.82 cfs 3.821 afPond INFIL: Discarded=0.12 cfs 0.373 af Primary=16.21 cfs 3.448 af Outflow=16.32 cfs 3.821 afPeak Elev=992.62' Storage=5,852 cf Inflow=2.53 cfs 0.253 afPond MAN-MADE: Primary=0.36 cfs 0.252 af Secondary=0.00 cfs 0.000 af Outflow=0.36 cfs 0.252 afPeak Elev=987.54' Storage=15,331 cf Inflow=5.96 cfs 1.070 afPond N-POND: Primary=1.80 cfs 0.990 af Secondary=1.52 cfs 0.046 af Outflow=3.32 cfs 1.037 afPeak Elev=957.44' Storage=1.882 af Inflow=29.51 cfs 4.164 afPond Pond#1: Primary=1.52 cfs 0.645 af Secondary=0.06 cfs 0.566 af Tertiary=11.88 cfs 2.953 af Outflow=13.47 cfs 4.164 af Inflow=20.09 cfs 4.207 afLink EX-OUT: Primary=20.09 cfs 4.207 af Inflow=13.47 cfs 4.164 afLink PR-OUT: Primary=13.47 cfs 4.164 afTotal Runoff Area = 79.883 ac Runoff Volume = 8.804 af Average Runoff Depth = 1.32"77.44% Pervious = 61.862 ac 22.56% Impervious = 18.021 acFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 8HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment BENTZ-1: Runoff = 10.08 cfs @ 12.09 hrs, Volume= 0.530 af, Depth= 1.86"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Area (ac) CN Description1.800 80 >75% Grass cover, Good, HSG D* 1.281 98 Impervious* 0.342 98 Water Surface3.423 89 Weighted Average1.800 80 52.59% Pervious Area1.623 98 47.41% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment BENTZ-1: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)11109876543210MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hrRainfall=2.87"Runoff Area=3.423 acRunoff Volume=0.530 afRunoff Depth=1.86"Tc=6.0 minCN=80/9810.08 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 9HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment BENTZ-2: Runoff = 0.94 cfs @ 12.09 hrs, Volume= 0.047 af, Depth= 1.30"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Area (ac) CN Description0.392 80 >75% Grass cover, Good, HSG D* 0.044 98 Impervious0.436 82 Weighted Average0.392 80 89.91% Pervious Area0.044 98 10.09% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment BENTZ-2: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)10MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hrRainfall=2.87"Runoff Area=0.436 acRunoff Volume=0.047 afRunoff Depth=1.30"Tc=6.0 minCN=80/980.94 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 10HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment BENTZ-3: Runoff = 1.80 cfs @ 12.09 hrs, Volume= 0.092 af, Depth= 1.42"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Area (ac) CN Description0.635 80 >75% Grass cover, Good, HSG D* 0.140 98 Impervious0.775 83 Weighted Average0.635 80 81.94% Pervious Area0.140 98 18.06% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment BENTZ-3: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)210MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hrRainfall=2.87"Runoff Area=0.775 acRunoff Volume=0.092 afRunoff Depth=1.42"Tc=6.0 minCN=80/981.80 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 11HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment BENTZ-4: Runoff = 0.90 cfs @ 12.09 hrs, Volume= 0.047 af, Depth= 1.81"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Area (ac) CN Description0.175 80 >75% Grass cover, Good, HSG D* 0.138 98 Impervious0.313 88 Weighted Average0.175 80 55.91% Pervious Area0.138 98 44.09% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment BENTZ-4: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)10MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hrRainfall=2.87"Runoff Area=0.313 acRunoff Volume=0.047 afRunoff Depth=1.81"Tc=6.0 minCN=80/980.90 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 12HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EAST: Runoff = 11.50 cfs @ 12.54 hrs, Volume= 1.523 af, Depth= 1.13"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Area (ac) CN Description4.182 61 >75% Grass cover, Good, HSG B7.824 74 >75% Grass cover, Good, HSG C* 4.190 98 Impervious16.196 77 Weighted Average12.006 69 74.13% Pervious Area4.190 98 25.87% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)36.0 100 0.0066 0.05Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"1.9 287 0.0297 2.59Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps0.7 680 0.0203 15.12 604.92Channel Flow, Area= 40.0 sf Perim= 40.0' r= 1.00' n= 0.01438.6 1,067 TotalSubcatchment EAST: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)1211109876543210MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hrRainfall=2.87"Runoff Area=16.196 acRunoff Volume=1.523 afRunoff Depth=1.13"Flow Length=1,067'Tc=38.6 minCN=69/9811.50 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 13HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EX-BENTZ: Runoff = 5.79 cfs @ 12.33 hrs, Volume= 0.520 af, Depth= 1.26"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Area (ac) CN Description4.587 80 >75% Grass cover, Good, HSG D* 0.361 98 Impervious4.948 81 Weighted Average4.587 80 92.70% Pervious Area0.361 98 7.30% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)19.5 114 0.0398 0.10Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"3.5 551 0.0302 2.61Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps0.4 218 0.0423 8.73 104.79Channel Flow, Area= 12.0 sf Perim= 12.0' r= 1.00' n= 0.03523.4 883 TotalSubcatchment EX-BENTZ: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)6543210MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hrRainfall=2.87"Runoff Area=4.948 acRunoff Volume=0.520 afRunoff Depth=1.26"Flow Length=883'Tc=23.4 minCN=80/985.79 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 14HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EX-EAST: Runoff = 11.50 cfs @ 12.54 hrs, Volume= 1.523 af, Depth= 1.13"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Area (ac) CN Description4.182 61 >75% Grass cover, Good, HSG B7.824 74 >75% Grass cover, Good, HSG C* 4.190 98 Impervious16.196 77 Weighted Average12.006 69 74.13% Pervious Area4.190 98 25.87% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)36.0 100 0.0066 0.05Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"1.9 287 0.0297 2.59Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps0.7 680 0.0203 15.12 604.92Channel Flow, Area= 40.0 sf Perim= 40.0' r= 1.00' n= 0.01438.6 1,067 TotalSubcatchment EX-EAST: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)1211109876543210MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hrRainfall=2.87"Runoff Area=16.196 acRunoff Volume=1.523 afRunoff Depth=1.13"Flow Length=1,067'Tc=38.6 minCN=69/9811.50 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 15HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EX-FAWN: Runoff = 5.87 cfs @ 12.38 hrs, Volume= 0.574 af, Depth= 1.27"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Area (ac) CN Description5.013 80 >75% Grass cover, Good, HSG D* 0.418 98 Impervious5.431 81 Weighted Average5.013 80 92.30% Pervious Area0.418 98 7.70% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)23.3 100 0.0197 0.07Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"3.6 545 0.0276 2.49Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps0.3 213 0.0629 10.65 159.72Channel Flow, Area= 15.0 sf Perim= 15.0' r= 1.00' n= 0.03527.2 858 TotalSubcatchment EX-FAWN: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)6543210MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hrRainfall=2.87"Runoff Area=5.431 acRunoff Volume=0.574 afRunoff Depth=1.27"Flow Length=858'Tc=27.2 minCN=80/985.87 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 16HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EX-N-A: Runoff = 5.63 cfs @ 12.69 hrs, Volume= 0.817 af, Depth= 1.53"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Area (ac) CN Description4.812 80 >75% Grass cover, Good, HSG D* 1.613 98 Impervious6.425 85 Weighted Average4.812 80 74.89% Pervious Area1.613 98 25.11% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)48.8 180 0.0100 0.06Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"2.5 340 0.0226 2.25Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps0.2 322 0.0660 27.27 1,090.74Channel Flow, Area= 40.0 sf Perim= 40.0' r= 1.00' n= 0.01451.5 842 TotalSubcatchment EX-N-A: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)6543210MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hrRainfall=2.87"Runoff Area=6.425 acRunoff Volume=0.817 afRunoff Depth=1.53"Flow Length=842'Tc=51.5 minCN=80/985.63 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 17HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EX-N-B: Runoff = 4.05 cfs @ 12.49 hrs, Volume= 0.467 af, Depth= 1.42"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Area (ac) CN Description3.235 80 >75% Grass cover, Good, HSG D* 0.710 98 Impervious3.945 83 Weighted Average3.235 80 82.00% Pervious Area0.710 98 18.00% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)33.6 200 0.0300 0.10Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.87"2.1 400 0.0428 3.10Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps35.7 600 TotalSubcatchment EX-N-B: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)43210MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hrRainfall=2.87"Runoff Area=3.945 acRunoff Volume=0.467 afRunoff Depth=1.42"Flow Length=600'Tc=35.7 minCN=80/984.05 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 18HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EX-N-C: Runoff = 1.09 cfs @ 12.21 hrs, Volume= 0.078 af, Depth= 1.26"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Area (ac) CN Description0.695 80 >75% Grass cover, Good, HSG D* 0.052 98 Impervious0.747 81 Weighted Average0.695 80 93.04% Pervious Area0.052 98 6.96% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)15.0Direct Entry, Subcatchment EX-N-C: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)10MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hrRainfall=2.87"Runoff Area=0.747 acRunoff Volume=0.078 afRunoff Depth=1.26"Tc=15.0 minCN=80/981.09 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 19HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EX-N-D: Runoff = 2.53 cfs @ 12.39 hrs, Volume= 0.253 af, Depth= 1.35"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Area (ac) CN Description1.955 80 >75% Grass cover, Good, HSG D* 0.295 98 Impervious2.250 82 Weighted Average1.955 80 86.89% Pervious Area0.295 98 13.11% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)28.0 180 0.0400 0.11Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"Subcatchment EX-N-D: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)210MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hrRainfall=2.87"Runoff Area=2.250 acRunoff Volume=0.253 afRunoff Depth=1.35"Flow Length=180'Slope=0.0400 '/'Tc=28.0 minCN=80/982.53 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 20HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment FAWN-1: Runoff = 11.34 cfs @ 12.09 hrs, Volume= 0.588 af, Depth= 1.64"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Area (ac) CN Description2.903 80 >75% Grass cover, Good, HSG D* 1.288 98 Impervious* 0.117 98 Water Surface4.308 86 Weighted Average2.903 80 67.39% Pervious Area1.405 98 32.61% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment FAWN-1: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)1211109876543210MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hrRainfall=2.87"Runoff Area=4.308 acRunoff Volume=0.588 afRunoff Depth=1.64"Tc=6.0 minCN=80/9811.34 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 21HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment FAWN-2: Runoff = 2.50 cfs @ 12.09 hrs, Volume= 0.126 af, Depth= 1.35"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Area (ac) CN Description0.975 80 >75% Grass cover, Good, HSG D* 0.148 98 Impervious1.123 82 Weighted Average0.975 80 86.82% Pervious Area0.148 98 13.18% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment FAWN-2: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)210MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hrRainfall=2.87"Runoff Area=1.123 acRunoff Volume=0.126 afRunoff Depth=1.35"Tc=6.0 minCN=80/982.50 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 22HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment N-A: Runoff = 5.63 cfs @ 12.69 hrs, Volume= 0.817 af, Depth= 1.53"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Area (ac) CN Description4.812 80 >75% Grass cover, Good, HSG D* 1.613 98 Impervious6.425 85 Weighted Average4.812 80 74.89% Pervious Area1.613 98 25.11% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)48.8 180 0.0100 0.06Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"2.5 340 0.0226 2.25Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps0.2 322 0.0660 27.27 1,090.74Channel Flow, Area= 40.0 sf Perim= 40.0' r= 1.00' n= 0.01451.5 842 TotalSubcatchment N-A: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)6543210MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hrRainfall=2.87"Runoff Area=6.425 acRunoff Volume=0.817 afRunoff Depth=1.53"Flow Length=842'Tc=51.5 minCN=80/985.63 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 23HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment N-B: Runoff = 4.05 cfs @ 12.49 hrs, Volume= 0.467 af, Depth= 1.42"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Area (ac) CN Description3.235 80 >75% Grass cover, Good, HSG D* 0.710 98 Impervious3.945 83 Weighted Average3.235 80 82.00% Pervious Area0.710 98 18.00% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)33.6 200 0.0300 0.10Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.87"2.1 400 0.0428 3.10Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps35.7 600 TotalSubcatchment N-B: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)43210MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hrRainfall=2.87"Runoff Area=3.945 acRunoff Volume=0.467 afRunoff Depth=1.42"Flow Length=600'Tc=35.7 minCN=80/984.05 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 24HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment N-D: Runoff = 2.53 cfs @ 12.39 hrs, Volume= 0.253 af, Depth= 1.35"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Area (ac) CN Description1.955 80 >75% Grass cover, Good, HSG D* 0.295 98 Impervious2.250 82 Weighted Average1.955 80 86.89% Pervious Area0.295 98 13.11% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)28.0 180 0.0400 0.11Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"Subcatchment N-D: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)210MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hrRainfall=2.87"Runoff Area=2.250 acRunoff Volume=0.253 afRunoff Depth=1.35"Flow Length=180'Slope=0.0400 '/'Tc=28.0 minCN=80/982.53 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 25HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment OFF-1: Runoff = 1.34 cfs @ 12.09 hrs, Volume= 0.068 af, Depth= 1.34"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Area (ac) CN Description0.531 80 >75% Grass cover, Good, HSG D* 0.076 98 Impervious0.607 82 Weighted Average0.531 80 87.48% Pervious Area0.076 98 12.52% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment OFF-1: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)10MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hrRainfall=2.87"Runoff Area=0.607 acRunoff Volume=0.068 afRunoff Depth=1.34"Tc=6.0 minCN=80/981.34 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 26HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment OFF-2: Runoff = 0.27 cfs @ 12.10 hrs, Volume= 0.013 af, Depth= 1.15"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Area (ac) CN Description0.140 80 >75% Grass cover, Good, HSG D0.140 80 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment OFF-2: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)0.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hrRainfall=2.87"Runoff Area=0.140 acRunoff Volume=0.013 afRunoff Depth=1.15"Tc=6.0 minCN=80/00.27 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 27HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond 4P: Inflow Area = 8.675 ac, 21.99% Impervious, Inflow Depth = 1.48" for 2y 24hr eventInflow = 5.96 cfs @ 12.70 hrs, Volume= 1.070 afOutflow = 5.86 cfs @ 12.78 hrs, Volume= 1.046 af, Atten= 2%, Lag= 5.0 minPrimary = 1.49 cfs @ 12.78 hrs, Volume= 0.827 afSecondary = 4.37 cfs @ 12.78 hrs, Volume= 0.219 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsPeak Elev= 986.70' @ 12.78 hrs Surf.Area= 6,580 sf Storage= 8,722 cfPlug-Flow detention time= 91.5 min calculated for 1.046 af (98% of inflow)Center-of-Mass det. time= 69.0 min ( 966.1 - 897.1 )Volume Invert Avail.Storage Storage Description#1 984.00' 19,979 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)984.00 665 0 0985.00 2,179 1,422 1,422986.00 4,583 3,381 4,803987.00 7,427 6,005 10,808988.00 10,914 9,171 19,979Device Routing Invert Outlet Devices#1 Primary 984.80'12.0" Round Outlet Pipe L= 68.0' Ke= 0.500 Inlet / Outlet Invert= 984.80' / 982.10' S= 0.0397 '/' Cc= 0.300 n= 0.013, Flow Area= 0.79 sf #2 Secondary 986.60'50.0' long x 15.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=1.49 cfs @ 12.78 hrs HW=986.70' TW=0.00' (Dynamic Tailwater)1=Outlet Pipe (Inlet Controls 1.49 cfs @ 1.90 fps)Secondary OutFlow Max=4.35 cfs @ 12.78 hrs HW=986.70' TW=0.00' (Dynamic Tailwater)2=Broad-Crested Rectangular Weir (Weir Controls 4.35 cfs @ 0.85 fps)Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 28HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPond 4P: InflowOutflowPrimarySecondaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)6543210Inflow Area=8.675 acPeak Elev=986.70'Storage=8,722 cf5.96 cfs5.86 cfs1.49 cfs4.37 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 29HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond 5P: Inflow Area = 2.250 ac, 13.11% Impervious, Inflow Depth = 1.35" for 2y 24hr eventInflow = 2.53 cfs @ 12.39 hrs, Volume= 0.253 afOutflow = 0.36 cfs @ 13.57 hrs, Volume= 0.252 af, Atten= 86%, Lag= 71.0 minPrimary = 0.36 cfs @ 13.57 hrs, Volume= 0.252 afSecondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsPeak Elev= 992.62' @ 13.57 hrs Surf.Area= 6,408 sf Storage= 5,852 cfPlug-Flow detention time= 243.7 min calculated for 0.252 af (100% of inflow)Center-of-Mass det. time= 244.9 min ( 1,077.7 - 832.8 )Volume Invert Avail.Storage Storage Description#1 991.10' 43,485 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)991.10 3,000 0 0992.00 3,300 2,835 2,835993.00 8,300 5,800 8,635994.00 18,700 13,500 22,135995.00 24,000 21,350 43,485Device Routing Invert Outlet Devices#1 Primary 991.10'6.0" Round Draintile L= 290.0' Ke= 0.500 Inlet / Outlet Invert= 991.10' / 986.10' S= 0.0172 '/' Cc= 0.300 n= 0.011, Flow Area= 0.20 sf #2 Secondary 994.00'150.0' long x 15.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.36 cfs @ 13.57 hrs HW=992.62' TW=986.64' (Dynamic Tailwater)1=Draintile (Inlet Controls 0.36 cfs @ 1.81 fps)Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=991.10' TW=984.00' (Dynamic Tailwater)2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 30HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPond 5P: InflowOutflowPrimarySecondaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)210Inflow Area=2.250 acPeak Elev=992.62'Storage=5,852 cf2.53 cfs0.36 cfs0.36 cfs0.00 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 31HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond 8P: Inflow Area = 16.196 ac, 25.87% Impervious, Inflow Depth = 1.13" for 2y 24hr eventInflow = 11.50 cfs @ 12.54 hrs, Volume= 1.523 afOutflow = 6.27 cfs @ 12.98 hrs, Volume= 1.522 af, Atten= 45%, Lag= 26.1 minPrimary = 6.27 cfs @ 12.98 hrs, Volume= 1.522 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsStarting Elev= 980.00' Surf.Area= 11,050 sf Storage= 17,893 cfPeak Elev= 981.29' @ 12.98 hrs Surf.Area= 20,001 sf Storage= 37,586 cf (19,693 cf above start)Plug-Flow detention time= 256.4 min calculated for 1.111 af (73% of inflow)Center-of-Mass det. time= 96.9 min ( 927.1 - 830.2 )Volume Invert Avail.Storage Storage Description#1 978.30' 160,619 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)978.30 10,000 0 0980.00 11,050 17,893 17,893981.00 17,369 14,210 32,102982.00 26,338 21,854 53,956983.00 32,102 29,220 83,176984.00 38,892 35,497 118,673985.00 45,000 41,946 160,619Device Routing Invert Outlet Devices#1 Primary 980.00'18.0" Round Outlet Pipe L= 140.0' Ke= 0.500 Inlet / Outlet Invert= 980.00' / 977.20' S= 0.0200 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=6.27 cfs @ 12.98 hrs HW=981.29' TW=0.00' (Dynamic Tailwater)1=Outlet Pipe (Inlet Controls 6.27 cfs @ 3.87 fps)Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 32HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPond 8P: InflowPrimaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)1211109876543210Inflow Area=16.196 acPeak Elev=981.29'Storage=37,586 cf18.0"Round Culvertn=0.013L=140.0'S=0.0200 '/'11.50 cfs6.27 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 33HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond E-POND: Inflow Area = 16.196 ac, 25.87% Impervious, Inflow Depth = 1.13" for 2y 24hr eventInflow = 11.50 cfs @ 12.54 hrs, Volume= 1.523 afOutflow = 6.27 cfs @ 12.98 hrs, Volume= 1.522 af, Atten= 45%, Lag= 26.1 minPrimary = 6.27 cfs @ 12.98 hrs, Volume= 1.522 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsStarting Elev= 980.00' Surf.Area= 11,050 sf Storage= 17,893 cfPeak Elev= 981.29' @ 12.98 hrs Surf.Area= 20,001 sf Storage= 37,586 cf (19,693 cf above start)Plug-Flow detention time= 259.0 min calculated for 1.111 af (73% of inflow)Center-of-Mass det. time= 97.1 min ( 927.3 - 830.2 )Volume Invert Avail.Storage Storage Description#1 978.30' 160,619 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)978.30 10,000 0 0980.00 11,050 17,893 17,893981.00 17,369 14,210 32,102982.00 26,338 21,854 53,956983.00 32,102 29,220 83,176984.00 38,892 35,497 118,673985.00 45,000 41,946 160,619Device Routing Invert Outlet Devices#1 Primary 980.00'18.0" Round Outlet Pipe L= 60.0' Ke= 0.500 Inlet / Outlet Invert= 980.00' / 978.30' S= 0.0283 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=6.27 cfs @ 12.98 hrs HW=981.29' TW=963.25' (Dynamic Tailwater)1=Outlet Pipe (Inlet Controls 6.27 cfs @ 3.87 fps)Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 34HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPond E-POND: InflowPrimaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)1211109876543210Inflow Area=16.196 acPeak Elev=981.29'Storage=37,586 cf18.0"Round Culvertn=0.013L=60.0'S=0.0283 '/'11.50 cfs6.27 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 35HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond INFIL: Inflow Area = 34.994 ac, 24.11% Impervious, Inflow Depth = 1.31" for 2y 24hr eventInflow = 17.82 cfs @ 12.10 hrs, Volume= 3.821 afOutflow = 16.32 cfs @ 12.13 hrs, Volume= 3.821 af, Atten= 8%, Lag= 1.9 minDiscarded = 0.12 cfs @ 12.13 hrs, Volume= 0.373 afPrimary = 16.21 cfs @ 12.13 hrs, Volume= 3.448 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsPeak Elev= 963.36' @ 12.13 hrs Surf.Area= 0.115 ac Storage= 0.197 afPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 66.6 min ( 976.8 - 910.2 )Volume Invert Avail.Storage Storage Description#1 961.30' 0.575 afCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (acres) (acre-feet) (acre-feet)961.30 0.077 0.000 0.000962.00 0.089 0.058 0.058962.80 0.104 0.077 0.135963.00 0.108 0.021 0.157964.00 0.128 0.118 0.275966.00 0.172 0.300 0.575Device Routing Invert Outlet Devices#1 Discarded 961.30'1.000 in/hr Exfiltration over Surface area #2 Primary 962.80'Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 1.00 2.00 Width (feet) 10.00 18.00 18.00 Discarded OutFlow Max=0.12 cfs @ 12.13 hrs HW=963.35' (Free Discharge)1=Exfiltration (Exfiltration Controls 0.12 cfs)Primary OutFlow Max=15.84 cfs @ 12.13 hrs HW=963.35' TW=957.03' (Dynamic Tailwater)2=Custom Weir/Orifice (Weir Controls 15.84 cfs @ 2.35 fps)Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 36HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPond INFIL: InflowOutflowDiscardedPrimaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)191817161514131211109876543210Inflow Area=34.994 acPeak Elev=963.36'Storage=0.197 af17.82 cfs16.32 cfs0.12 cfs16.21 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 37HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond MAN-MADE: Inflow Area = 2.250 ac, 13.11% Impervious, Inflow Depth = 1.35" for 2y 24hr eventInflow = 2.53 cfs @ 12.39 hrs, Volume= 0.253 afOutflow = 0.36 cfs @ 13.57 hrs, Volume= 0.252 af, Atten= 86%, Lag= 71.0 minPrimary = 0.36 cfs @ 13.57 hrs, Volume= 0.252 afSecondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsPeak Elev= 992.62' @ 13.57 hrs Surf.Area= 6,408 sf Storage= 5,852 cfPlug-Flow detention time= 243.7 min calculated for 0.252 af (100% of inflow)Center-of-Mass det. time= 244.9 min ( 1,077.7 - 832.8 )Volume Invert Avail.Storage Storage Description#1 991.10' 43,485 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)991.10 3,000 0 0992.00 3,300 2,835 2,835993.00 8,300 5,800 8,635994.00 18,700 13,500 22,135995.00 24,000 21,350 43,485Device Routing Invert Outlet Devices#1 Primary 991.10'6.0" Round Draintile L= 290.0' Ke= 0.500 Inlet / Outlet Invert= 991.10' / 986.10' S= 0.0172 '/' Cc= 0.300 n= 0.011, Flow Area= 0.20 sf #2 Secondary 994.00'150.0' long x 15.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.36 cfs @ 13.57 hrs HW=992.62' TW=987.52' (Dynamic Tailwater)1=Draintile (Inlet Controls 0.36 cfs @ 1.81 fps)Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=991.10' TW=984.00' (Dynamic Tailwater)2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 38HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPond MAN-MADE: InflowOutflowPrimarySecondaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)210Inflow Area=2.250 acPeak Elev=992.62'Storage=5,852 cf2.53 cfs0.36 cfs0.36 cfs0.00 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 39HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond N-POND: Inflow Area = 8.675 ac, 21.99% Impervious, Inflow Depth = 1.48" for 2y 24hr eventInflow = 5.96 cfs @ 12.70 hrs, Volume= 1.070 afOutflow = 3.32 cfs @ 13.27 hrs, Volume= 1.037 af, Atten= 44%, Lag= 34.5 minPrimary = 1.80 cfs @ 13.27 hrs, Volume= 0.990 afSecondary = 1.52 cfs @ 13.27 hrs, Volume= 0.046 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsPeak Elev= 987.54' @ 13.27 hrs Surf.Area= 9,312 sf Storage= 15,331 cfPlug-Flow detention time= 133.9 min calculated for 1.036 af (97% of inflow)Center-of-Mass det. time= 108.3 min ( 1,005.4 - 897.1 )Volume Invert Avail.Storage Storage Description#1 984.00' 19,979 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)984.00 665 0 0985.00 2,179 1,422 1,422986.00 4,583 3,381 4,803987.00 7,427 6,005 10,808988.00 10,914 9,171 19,979Device Routing Invert Outlet Devices#1 Primary 985.00'12.0" Round Outlet Pipe L= 68.0' Ke= 0.500 Inlet / Outlet Invert= 985.00' / 982.10' S= 0.0426 '/' Cc= 0.300 n= 0.013, Flow Area= 0.79 sf #2 Secondary 987.50'70.0' long x 15.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=1.80 cfs @ 13.27 hrs HW=987.54' TW=963.24' (Dynamic Tailwater)1=Outlet Pipe (Inlet Controls 1.80 cfs @ 2.29 fps)Secondary OutFlow Max=1.47 cfs @ 13.27 hrs HW=987.54' TW=963.24' (Dynamic Tailwater)2=Broad-Crested Rectangular Weir (Weir Controls 1.47 cfs @ 0.53 fps)Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 40HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPond N-POND: InflowOutflowPrimarySecondaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)6543210Inflow Area=8.675 acPeak Elev=987.54'Storage=15,331 cf5.96 cfs3.32 cfs1.80 cfs1.52 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 41HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond Pond#1: Inflow Area = 39.941 ac, 25.99% Impervious, Inflow Depth = 1.25" for 2y 24hr eventInflow = 29.51 cfs @ 12.11 hrs, Volume= 4.164 afOutflow = 13.47 cfs @ 12.62 hrs, Volume= 4.164 af, Atten= 54%, Lag= 30.7 minPrimary = 1.52 cfs @ 12.62 hrs, Volume= 0.645 afSecondary = 0.06 cfs @ 9.50 hrs, Volume= 0.566 afTertiary = 11.88 cfs @ 12.62 hrs, Volume= 2.953 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsStarting Elev= 956.00' Surf.Area= 0.399 ac Storage= 1.207 afPeak Elev= 957.44' @ 12.62 hrs Surf.Area= 0.521 ac Storage= 1.882 af (0.675 af above start)Plug-Flow detention time= 732.6 min calculated for 2.957 af (71% of inflow)Center-of-Mass det. time= 413.1 min ( 1,294.1 - 881.0 )Volume Invert Avail.Storage Storage Description#1 948.00' 2.753 afCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (acres) (acre-feet) (acre-feet)948.00 0.022 0.000 0.000950.00 0.074 0.096 0.096952.00 0.142 0.216 0.312954.00 0.216 0.358 0.670955.50 0.275 0.368 1.038956.00 0.399 0.168 1.207957.00 0.500 0.450 1.656958.00 0.548 0.524 2.180959.00 0.597 0.572 2.753Device Routing Invert Outlet Devices#1 Secondary 956.00'0.06 cfs Exfiltration when above 956.00' #2 Primary 954.30'24.0" Round Outlet Pipe L= 43.0' Ke= 0.100 Inlet / Outlet Invert= 954.30' / 953.87' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #3 Device 2 957.00'Weir Wall, Cv= 2.62 (C= 3.28) Head (feet) 0.00 5.00 Width (feet) 4.00 4.00 #4 Device 3 953.00'24.0" Round Submerged Pipe L= 36.0' Ke= 0.100 Inlet / Outlet Invert= 952.00' / 953.00' S= -0.0278 '/' Cc= 0.100 n= 0.013, Flow Area= 3.14 sf #5 Device 2 958.25'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Tertiary 957.00'15.0' long x 50.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 42HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPrimary OutFlow Max=1.52 cfs @ 12.62 hrs HW=957.44' TW=0.00' (Dynamic Tailwater)2=Outlet Pipe (Passes 1.52 cfs of 24.71 cfs potential flow)3=Weir Wall (Passes 1.52 cfs of 3.84 cfs potential flow)4=Submerged Pipe (Inlet Controls 1.52 cfs @ 0.48 fps)5=Orifice/Grate ( Controls 0.00 cfs)Secondary OutFlow Max=0.06 cfs @ 9.50 hrs HW=956.02' TW=0.00' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.06 cfs)Tertiary OutFlow Max=11.86 cfs @ 12.62 hrs HW=957.44' TW=0.00' (Dynamic Tailwater)6=Broad-Crested Rectangular Weir (Weir Controls 11.86 cfs @ 1.79 fps)Pond Pond#1: InflowOutflowPrimarySecondaryTertiaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)32302826242220181614121086420Inflow Area=39.941 acPeak Elev=957.44'Storage=1.882 af29.51 cfs13.47 cfs1.52 cfs0.06 cfs11.88 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 43HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Link EX-OUT: Inflow Area = 39.942 ac, 19.13% Impervious, Inflow Depth = 1.26" for 2y 24hr eventInflow = 20.09 cfs @ 12.74 hrs, Volume= 4.207 afPrimary = 20.09 cfs @ 12.74 hrs, Volume= 4.207 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsLink EX-OUT: InflowPrimaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)222120191817161514131211109876543210Inflow Area=39.942 ac20.09 cfs20.09 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 44HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Link PR-OUT: Inflow Area = 39.941 ac, 25.99% Impervious, Inflow Depth = 1.25" for 2y 24hr eventInflow = 13.47 cfs @ 12.62 hrs, Volume= 4.164 afPrimary = 13.47 cfs @ 12.62 hrs, Volume= 4.164 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsLink PR-OUT: InflowPrimaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)1514131211109876543210Inflow Area=39.941 ac13.47 cfs13.47 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 45HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCTime span=0.00-160.00 hrs, dt=0.05 hrs, 3201 pointsRunoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv.Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind methodRunoff Area=3.423 ac 47.41% Impervious Runoff Depth=3.10"Subcatchment BENTZ-1: Tc=6.0 min CN=80/98 Runoff=17.25 cfs 0.886 afRunoff Area=0.436 ac 10.09% Impervious Runoff Depth=2.45"Subcatchment BENTZ-2: Tc=6.0 min CN=80/98 Runoff=1.83 cfs 0.089 afRunoff Area=0.775 ac 18.06% Impervious Runoff Depth=2.59"Subcatchment BENTZ-3: Tc=6.0 min CN=80/98 Runoff=3.40 cfs 0.167 afRunoff Area=0.313 ac 44.09% Impervious Runoff Depth=3.05"Subcatchment BENTZ-4: Tc=6.0 min CN=80/98 Runoff=1.55 cfs 0.079 afRunoff Area=16.196 ac 25.87% Impervious Runoff Depth=2.12"Subcatchment EAST: Flow Length=1,067' Tc=38.6 min CN=69/98 Runoff=23.58 cfs 2.855 afRunoff Area=4.948 ac 7.30% Impervious Runoff Depth=2.40"Subcatchment EX-BENTZ: Flow Length=883' Tc=23.4 min CN=80/98 Runoff=11.56 cfs 0.988 afRunoff Area=16.196 ac 25.87% Impervious Runoff Depth=2.12"Subcatchment EX-EAST: Flow Length=1,067' Tc=38.6 min CN=69/98 Runoff=23.58 cfs 2.855 afRunoff Area=5.431 ac 7.70% Impervious Runoff Depth=2.40"Subcatchment EX-FAWN: Flow Length=858' Tc=27.2 min CN=80/98 Runoff=11.71 cfs 1.087 afRunoff Area=6.425 ac 25.11% Impervious Runoff Depth=2.71"Subcatchment EX-N-A: Flow Length=842' Tc=51.5 min CN=80/98 Runoff=10.54 cfs 1.451 afRunoff Area=3.945 ac 18.00% Impervious Runoff Depth=2.58"Subcatchment EX-N-B: Flow Length=600' Tc=35.7 min CN=80/98 Runoff=7.74 cfs 0.850 afRunoff Area=0.747 ac 6.96% Impervious Runoff Depth=2.39"Subcatchment EX-N-C: Tc=15.0 min CN=80/98 Runoff=2.17 cfs 0.149 afRunoff Area=2.250 ac 13.11% Impervious Runoff Depth=2.50"Subcatchment EX-N-D: Flow Length=180' Slope=0.0400 '/' Tc=28.0 min CN=80/98 Runoff=4.93 cfs 0.468 afRunoff Area=4.308 ac 32.61% Impervious Runoff Depth=2.84"Subcatchment FAWN-1: Tc=6.0 min CN=80/98 Runoff=20.29 cfs 1.021 afRunoff Area=1.123 ac 13.18% Impervious Runoff Depth=2.50"Subcatchment FAWN-2: Tc=6.0 min CN=80/98 Runoff=4.80 cfs 0.234 afRunoff Area=6.425 ac 25.11% Impervious Runoff Depth=2.71"Subcatchment N-A: Flow Length=842' Tc=51.5 min CN=80/98 Runoff=10.54 cfs 1.451 afRunoff Area=3.945 ac 18.00% Impervious Runoff Depth=2.58"Subcatchment N-B: Flow Length=600' Tc=35.7 min CN=80/98 Runoff=7.74 cfs 0.850 afFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 46HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCRunoff Area=2.250 ac 13.11% Impervious Runoff Depth=2.50"Subcatchment N-D: Flow Length=180' Slope=0.0400 '/' Tc=28.0 min CN=80/98 Runoff=4.93 cfs 0.468 afRunoff Area=0.607 ac 12.52% Impervious Runoff Depth=2.49"Subcatchment OFF-1: Tc=6.0 min CN=80/98 Runoff=2.59 cfs 0.126 afRunoff Area=0.140 ac 0.00% Impervious Runoff Depth=2.27"Subcatchment OFF-2: Tc=6.0 min CN=80/0 Runoff=0.56 cfs 0.026 afPeak Elev=986.77' Storage=9,177 cf Inflow=10.95 cfs 1.919 afPond 4P: Primary=1.53 cfs 1.165 af Secondary=9.42 cfs 0.730 af Outflow=10.95 cfs 1.896 afPeak Elev=993.40' Storage=12,796 cf Inflow=4.93 cfs 0.468 afPond 5P: Primary=0.45 cfs 0.468 af Secondary=0.00 cfs 0.000 af Outflow=0.45 cfs 0.468 afPeak Elev=982.22' Storage=59,801 cf Inflow=23.58 cfs 2.855 afPond 8P: 18.0" Round Culvert n=0.013 L=140.0' S=0.0200 '/' Outflow=10.31 cfs 2.854 afPeak Elev=982.22' Storage=59,801 cf Inflow=23.58 cfs 2.855 afPond E-POND: 18.0" Round Culvert n=0.013 L=60.0' S=0.0283 '/' Outflow=10.31 cfs 2.854 afPeak Elev=963.64' Storage=0.230 af Inflow=33.42 cfs 6.997 afPond INFIL: Discarded=0.12 cfs 0.389 af Primary=31.88 cfs 6.608 af Outflow=32.01 cfs 6.997 afPeak Elev=993.40' Storage=12,796 cf Inflow=4.93 cfs 0.468 afPond MAN-MADE: Primary=0.45 cfs 0.468 af Secondary=0.00 cfs 0.000 af Outflow=0.45 cfs 0.468 afPeak Elev=987.63' Storage=16,203 cf Inflow=10.95 cfs 1.919 afPond N-POND: Primary=1.84 cfs 1.357 af Secondary=9.05 cfs 0.530 af Outflow=10.89 cfs 1.886 afPeak Elev=957.92' Storage=2.135 af Inflow=55.14 cfs 7.829 afPond Pond#1: Primary=2.19 cfs 0.918 af Secondary=0.06 cfs 0.572 af Tertiary=34.68 cfs 6.339 af Outflow=36.94 cfs 7.829 af Inflow=43.96 cfs 7.823 afLink EX-OUT: Primary=43.96 cfs 7.823 af Inflow=36.94 cfs 7.829 afLink PR-OUT: Primary=36.94 cfs 7.829 afTotal Runoff Area = 79.883 ac Runoff Volume = 16.101 af Average Runoff Depth = 2.42"77.44% Pervious = 61.862 ac 22.56% Impervious = 18.021 ac Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 47HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment BENTZ-1: Runoff = 17.25 cfs @ 12.09 hrs, Volume= 0.886 af, Depth= 3.10"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Area (ac) CN Description1.800 80 >75% Grass cover, Good, HSG D* 1.281 98 Impervious* 0.342 98 Water Surface3.423 89 Weighted Average1.800 80 52.59% Pervious Area1.623 98 47.41% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment BENTZ-1: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)191817161514131211109876543210MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hrRainfall=4.27"Runoff Area=3.423 acRunoff Volume=0.886 afRunoff Depth=3.10"Tc=6.0 minCN=80/9817.25 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 48HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment BENTZ-2: Runoff = 1.83 cfs @ 12.09 hrs, Volume= 0.089 af, Depth= 2.45"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Area (ac) CN Description0.392 80 >75% Grass cover, Good, HSG D* 0.044 98 Impervious0.436 82 Weighted Average0.392 80 89.91% Pervious Area0.044 98 10.09% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment BENTZ-2: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)210MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hrRainfall=4.27"Runoff Area=0.436 acRunoff Volume=0.089 afRunoff Depth=2.45"Tc=6.0 minCN=80/981.83 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 49HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment BENTZ-3: Runoff = 3.40 cfs @ 12.09 hrs, Volume= 0.167 af, Depth= 2.59"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Area (ac) CN Description0.635 80 >75% Grass cover, Good, HSG D* 0.140 98 Impervious0.775 83 Weighted Average0.635 80 81.94% Pervious Area0.140 98 18.06% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment BENTZ-3: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)3210MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hrRainfall=4.27"Runoff Area=0.775 acRunoff Volume=0.167 afRunoff Depth=2.59"Tc=6.0 minCN=80/983.40 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 50HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment BENTZ-4: Runoff = 1.55 cfs @ 12.09 hrs, Volume= 0.079 af, Depth= 3.05"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Area (ac) CN Description0.175 80 >75% Grass cover, Good, HSG D* 0.138 98 Impervious0.313 88 Weighted Average0.175 80 55.91% Pervious Area0.138 98 44.09% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment BENTZ-4: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)10MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hrRainfall=4.27"Runoff Area=0.313 acRunoff Volume=0.079 afRunoff Depth=3.05"Tc=6.0 minCN=80/981.55 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 51HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EAST: Runoff = 23.58 cfs @ 12.53 hrs, Volume= 2.855 af, Depth= 2.12"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Area (ac) CN Description4.182 61 >75% Grass cover, Good, HSG B7.824 74 >75% Grass cover, Good, HSG C* 4.190 98 Impervious16.196 77 Weighted Average12.006 69 74.13% Pervious Area4.190 98 25.87% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)36.0 100 0.0066 0.05Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"1.9 287 0.0297 2.59Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps0.7 680 0.0203 15.12 604.92Channel Flow, Area= 40.0 sf Perim= 40.0' r= 1.00' n= 0.01438.6 1,067 TotalSubcatchment EAST: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)26252423222120191817161514131211109876543210MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hrRainfall=4.27"Runoff Area=16.196 acRunoff Volume=2.855 afRunoff Depth=2.12"Flow Length=1,067'Tc=38.6 minCN=69/9823.58 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 52HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EX-BENTZ: Runoff = 11.56 cfs @ 12.32 hrs, Volume= 0.988 af, Depth= 2.40"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Area (ac) CN Description4.587 80 >75% Grass cover, Good, HSG D* 0.361 98 Impervious4.948 81 Weighted Average4.587 80 92.70% Pervious Area0.361 98 7.30% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)19.5 114 0.0398 0.10Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"3.5 551 0.0302 2.61Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps0.4 218 0.0423 8.73 104.79Channel Flow, Area= 12.0 sf Perim= 12.0' r= 1.00' n= 0.03523.4 883 TotalSubcatchment EX-BENTZ: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)1211109876543210MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hrRainfall=4.27"Runoff Area=4.948 acRunoff Volume=0.988 afRunoff Depth=2.40"Flow Length=883'Tc=23.4 minCN=80/9811.56 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 53HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EX-EAST: Runoff = 23.58 cfs @ 12.53 hrs, Volume= 2.855 af, Depth= 2.12"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Area (ac) CN Description4.182 61 >75% Grass cover, Good, HSG B7.824 74 >75% Grass cover, Good, HSG C* 4.190 98 Impervious16.196 77 Weighted Average12.006 69 74.13% Pervious Area4.190 98 25.87% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)36.0 100 0.0066 0.05Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"1.9 287 0.0297 2.59Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps0.7 680 0.0203 15.12 604.92Channel Flow, Area= 40.0 sf Perim= 40.0' r= 1.00' n= 0.01438.6 1,067 TotalSubcatchment EX-EAST: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)26252423222120191817161514131211109876543210MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hrRainfall=4.27"Runoff Area=16.196 acRunoff Volume=2.855 afRunoff Depth=2.12"Flow Length=1,067'Tc=38.6 minCN=69/9823.58 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 54HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EX-FAWN: Runoff = 11.71 cfs @ 12.37 hrs, Volume= 1.087 af, Depth= 2.40"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Area (ac) CN Description5.013 80 >75% Grass cover, Good, HSG D* 0.418 98 Impervious5.431 81 Weighted Average5.013 80 92.30% Pervious Area0.418 98 7.70% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)23.3 100 0.0197 0.07Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"3.6 545 0.0276 2.49Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps0.3 213 0.0629 10.65 159.72Channel Flow, Area= 15.0 sf Perim= 15.0' r= 1.00' n= 0.03527.2 858 TotalSubcatchment EX-FAWN: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)131211109876543210MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hrRainfall=4.27"Runoff Area=5.431 acRunoff Volume=1.087 afRunoff Depth=2.40"Flow Length=858'Tc=27.2 minCN=80/9811.71 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 55HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EX-N-A: Runoff = 10.54 cfs @ 12.68 hrs, Volume= 1.451 af, Depth= 2.71"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Area (ac) CN Description4.812 80 >75% Grass cover, Good, HSG D* 1.613 98 Impervious6.425 85 Weighted Average4.812 80 74.89% Pervious Area1.613 98 25.11% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)48.8 180 0.0100 0.06Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"2.5 340 0.0226 2.25Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps0.2 322 0.0660 27.27 1,090.74Channel Flow, Area= 40.0 sf Perim= 40.0' r= 1.00' n= 0.01451.5 842 TotalSubcatchment EX-N-A: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)11109876543210MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hrRainfall=4.27"Runoff Area=6.425 acRunoff Volume=1.451 afRunoff Depth=2.71"Flow Length=842'Tc=51.5 minCN=80/9810.54 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 56HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EX-N-B: Runoff = 7.74 cfs @ 12.48 hrs, Volume= 0.850 af, Depth= 2.58"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Area (ac) CN Description3.235 80 >75% Grass cover, Good, HSG D* 0.710 98 Impervious3.945 83 Weighted Average3.235 80 82.00% Pervious Area0.710 98 18.00% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)33.6 200 0.0300 0.10Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.87"2.1 400 0.0428 3.10Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps35.7 600 TotalSubcatchment EX-N-B: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)876543210MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hrRainfall=4.27"Runoff Area=3.945 acRunoff Volume=0.850 afRunoff Depth=2.58"Flow Length=600'Tc=35.7 minCN=80/987.74 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 57HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EX-N-C: Runoff = 2.17 cfs @ 12.21 hrs, Volume= 0.149 af, Depth= 2.39"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Area (ac) CN Description0.695 80 >75% Grass cover, Good, HSG D* 0.052 98 Impervious0.747 81 Weighted Average0.695 80 93.04% Pervious Area0.052 98 6.96% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)15.0Direct Entry, Subcatchment EX-N-C: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)210MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hrRainfall=4.27"Runoff Area=0.747 acRunoff Volume=0.149 afRunoff Depth=2.39"Tc=15.0 minCN=80/982.17 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 58HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EX-N-D: Runoff = 4.93 cfs @ 12.38 hrs, Volume= 0.468 af, Depth= 2.50"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Area (ac) CN Description1.955 80 >75% Grass cover, Good, HSG D* 0.295 98 Impervious2.250 82 Weighted Average1.955 80 86.89% Pervious Area0.295 98 13.11% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)28.0 180 0.0400 0.11Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"Subcatchment EX-N-D: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)543210MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hrRainfall=4.27"Runoff Area=2.250 acRunoff Volume=0.468 afRunoff Depth=2.50"Flow Length=180'Slope=0.0400 '/'Tc=28.0 minCN=80/984.93 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 59HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment FAWN-1: Runoff = 20.29 cfs @ 12.09 hrs, Volume= 1.021 af, Depth= 2.84"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Area (ac) CN Description2.903 80 >75% Grass cover, Good, HSG D* 1.288 98 Impervious* 0.117 98 Water Surface4.308 86 Weighted Average2.903 80 67.39% Pervious Area1.405 98 32.61% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment FAWN-1: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)222120191817161514131211109876543210MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hrRainfall=4.27"Runoff Area=4.308 acRunoff Volume=1.021 afRunoff Depth=2.84"Tc=6.0 minCN=80/9820.29 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 60HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment FAWN-2: Runoff = 4.80 cfs @ 12.09 hrs, Volume= 0.234 af, Depth= 2.50"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Area (ac) CN Description0.975 80 >75% Grass cover, Good, HSG D* 0.148 98 Impervious1.123 82 Weighted Average0.975 80 86.82% Pervious Area0.148 98 13.18% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment FAWN-2: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)543210MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hrRainfall=4.27"Runoff Area=1.123 acRunoff Volume=0.234 afRunoff Depth=2.50"Tc=6.0 minCN=80/984.80 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 61HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment N-A: Runoff = 10.54 cfs @ 12.68 hrs, Volume= 1.451 af, Depth= 2.71"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Area (ac) CN Description4.812 80 >75% Grass cover, Good, HSG D* 1.613 98 Impervious6.425 85 Weighted Average4.812 80 74.89% Pervious Area1.613 98 25.11% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)48.8 180 0.0100 0.06Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"2.5 340 0.0226 2.25Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps0.2 322 0.0660 27.27 1,090.74Channel Flow, Area= 40.0 sf Perim= 40.0' r= 1.00' n= 0.01451.5 842 TotalSubcatchment N-A: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)11109876543210MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hrRainfall=4.27"Runoff Area=6.425 acRunoff Volume=1.451 afRunoff Depth=2.71"Flow Length=842'Tc=51.5 minCN=80/9810.54 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 62HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment N-B: Runoff = 7.74 cfs @ 12.48 hrs, Volume= 0.850 af, Depth= 2.58"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Area (ac) CN Description3.235 80 >75% Grass cover, Good, HSG D* 0.710 98 Impervious3.945 83 Weighted Average3.235 80 82.00% Pervious Area0.710 98 18.00% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)33.6 200 0.0300 0.10Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.87"2.1 400 0.0428 3.10Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps35.7 600 TotalSubcatchment N-B: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)876543210MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hrRainfall=4.27"Runoff Area=3.945 acRunoff Volume=0.850 afRunoff Depth=2.58"Flow Length=600'Tc=35.7 minCN=80/987.74 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 63HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment N-D: Runoff = 4.93 cfs @ 12.38 hrs, Volume= 0.468 af, Depth= 2.50"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Area (ac) CN Description1.955 80 >75% Grass cover, Good, HSG D* 0.295 98 Impervious2.250 82 Weighted Average1.955 80 86.89% Pervious Area0.295 98 13.11% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)28.0 180 0.0400 0.11Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"Subcatchment N-D: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)543210MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hrRainfall=4.27"Runoff Area=2.250 acRunoff Volume=0.468 afRunoff Depth=2.50"Flow Length=180'Slope=0.0400 '/'Tc=28.0 minCN=80/984.93 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 64HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment OFF-1: Runoff = 2.59 cfs @ 12.09 hrs, Volume= 0.126 af, Depth= 2.49"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Area (ac) CN Description0.531 80 >75% Grass cover, Good, HSG D* 0.076 98 Impervious0.607 82 Weighted Average0.531 80 87.48% Pervious Area0.076 98 12.52% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment OFF-1: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)210MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hrRainfall=4.27"Runoff Area=0.607 acRunoff Volume=0.126 afRunoff Depth=2.49"Tc=6.0 minCN=80/982.59 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 65HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment OFF-2: Runoff = 0.56 cfs @ 12.09 hrs, Volume= 0.026 af, Depth= 2.27"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Area (ac) CN Description0.140 80 >75% Grass cover, Good, HSG D0.140 80 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment OFF-2: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)0.60.550.50.450.40.350.30.250.20.150.10.050MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hrRainfall=4.27"Runoff Area=0.140 acRunoff Volume=0.026 afRunoff Depth=2.27"Tc=6.0 minCN=80/00.56 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 66HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond 4P: Inflow Area = 8.675 ac, 21.99% Impervious, Inflow Depth = 2.66" for 10y 24hr eventInflow = 10.95 cfs @ 12.68 hrs, Volume= 1.919 afOutflow = 10.95 cfs @ 12.71 hrs, Volume= 1.896 af, Atten= 0%, Lag= 1.6 minPrimary = 1.53 cfs @ 12.71 hrs, Volume= 1.165 afSecondary = 9.42 cfs @ 12.71 hrs, Volume= 0.730 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsPeak Elev= 986.77' @ 12.71 hrs Surf.Area= 6,774 sf Storage= 9,177 cfPlug-Flow detention time= 66.1 min calculated for 1.896 af (99% of inflow)Center-of-Mass det. time= 51.2 min ( 953.2 - 902.0 )Volume Invert Avail.Storage Storage Description#1 984.00' 19,979 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)984.00 665 0 0985.00 2,179 1,422 1,422986.00 4,583 3,381 4,803987.00 7,427 6,005 10,808988.00 10,914 9,171 19,979Device Routing Invert Outlet Devices#1 Primary 984.80'12.0" Round Outlet Pipe L= 68.0' Ke= 0.500 Inlet / Outlet Invert= 984.80' / 982.10' S= 0.0397 '/' Cc= 0.300 n= 0.013, Flow Area= 0.79 sf #2 Secondary 986.60'50.0' long x 15.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=1.53 cfs @ 12.71 hrs HW=986.77' TW=0.00' (Dynamic Tailwater)1=Outlet Pipe (Inlet Controls 1.53 cfs @ 1.95 fps)Secondary OutFlow Max=9.40 cfs @ 12.71 hrs HW=986.77' TW=0.00' (Dynamic Tailwater)2=Broad-Crested Rectangular Weir (Weir Controls 9.40 cfs @ 1.11 fps) Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 67HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPond 4P: InflowOutflowPrimarySecondaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)1211109876543210Inflow Area=8.675 acPeak Elev=986.77'Storage=9,177 cf10.95 cfs10.95 cfs1.53 cfs9.42 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 68HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond 5P: Inflow Area = 2.250 ac, 13.11% Impervious, Inflow Depth = 2.50" for 10y 24hr eventInflow = 4.93 cfs @ 12.38 hrs, Volume= 0.468 afOutflow = 0.45 cfs @ 13.93 hrs, Volume= 0.468 af, Atten= 91%, Lag= 92.8 minPrimary = 0.45 cfs @ 13.93 hrs, Volume= 0.468 afSecondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsPeak Elev= 993.40' @ 13.93 hrs Surf.Area= 12,467 sf Storage= 12,796 cfPlug-Flow detention time= 347.3 min calculated for 0.468 af (100% of inflow)Center-of-Mass det. time= 346.7 min ( 1,154.0 - 807.3 )Volume Invert Avail.Storage Storage Description#1 991.10' 43,485 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)991.10 3,000 0 0992.00 3,300 2,835 2,835993.00 8,300 5,800 8,635994.00 18,700 13,500 22,135995.00 24,000 21,350 43,485Device Routing Invert Outlet Devices#1 Primary 991.10'6.0" Round Draintile L= 290.0' Ke= 0.500 Inlet / Outlet Invert= 991.10' / 986.10' S= 0.0172 '/' Cc= 0.300 n= 0.011, Flow Area= 0.20 sf #2 Secondary 994.00'150.0' long x 15.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.45 cfs @ 13.93 hrs HW=993.40' TW=986.65' (Dynamic Tailwater)1=Draintile (Inlet Controls 0.45 cfs @ 2.30 fps)Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=991.10' TW=984.00' (Dynamic Tailwater)2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 69HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPond 5P: InflowOutflowPrimarySecondaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)543210Inflow Area=2.250 acPeak Elev=993.40'Storage=12,796 cf4.93 cfs0.45 cfs0.45 cfs0.00 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 70HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond 8P: Inflow Area = 16.196 ac, 25.87% Impervious, Inflow Depth = 2.12" for 10y 24hr eventInflow = 23.58 cfs @ 12.53 hrs, Volume= 2.855 afOutflow = 10.31 cfs @ 13.10 hrs, Volume= 2.854 af, Atten= 56%, Lag= 34.3 minPrimary = 10.31 cfs @ 13.10 hrs, Volume= 2.854 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsStarting Elev= 980.00' Surf.Area= 11,050 sf Storage= 17,893 cfPeak Elev= 982.22' @ 13.10 hrs Surf.Area= 27,588 sf Storage= 59,801 cf (41,909 cf above start)Plug-Flow detention time= 163.1 min calculated for 2.443 af (86% of inflow)Center-of-Mass det. time= 80.4 min ( 893.5 - 813.1 )Volume Invert Avail.Storage Storage Description#1 978.30' 160,619 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)978.30 10,000 0 0980.00 11,050 17,893 17,893981.00 17,369 14,210 32,102982.00 26,338 21,854 53,956983.00 32,102 29,220 83,176984.00 38,892 35,497 118,673985.00 45,000 41,946 160,619Device Routing Invert Outlet Devices#1 Primary 980.00'18.0" Round Outlet Pipe L= 140.0' Ke= 0.500 Inlet / Outlet Invert= 980.00' / 977.20' S= 0.0200 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=10.30 cfs @ 13.10 hrs HW=982.22' TW=0.00' (Dynamic Tailwater)1=Outlet Pipe (Inlet Controls 10.30 cfs @ 5.83 fps) Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 71HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPond 8P: InflowPrimaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)26242220181614121086420Inflow Area=16.196 acPeak Elev=982.22'Storage=59,801 cf18.0"Round Culvertn=0.013L=140.0'S=0.0200 '/'23.58 cfs10.31 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 72HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond E-POND: Inflow Area = 16.196 ac, 25.87% Impervious, Inflow Depth = 2.12" for 10y 24hr eventInflow = 23.58 cfs @ 12.53 hrs, Volume= 2.855 afOutflow = 10.31 cfs @ 13.10 hrs, Volume= 2.854 af, Atten= 56%, Lag= 34.3 minPrimary = 10.31 cfs @ 13.10 hrs, Volume= 2.854 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsStarting Elev= 980.00' Surf.Area= 11,050 sf Storage= 17,893 cfPeak Elev= 982.22' @ 13.10 hrs Surf.Area= 27,588 sf Storage= 59,801 cf (41,909 cf above start)Plug-Flow detention time= 161.1 min calculated for 2.442 af (86% of inflow)Center-of-Mass det. time= 80.5 min ( 893.6 - 813.1 )Volume Invert Avail.Storage Storage Description#1 978.30' 160,619 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)978.30 10,000 0 0980.00 11,050 17,893 17,893981.00 17,369 14,210 32,102982.00 26,338 21,854 53,956983.00 32,102 29,220 83,176984.00 38,892 35,497 118,673985.00 45,000 41,946 160,619Device Routing Invert Outlet Devices#1 Primary 980.00'18.0" Round Outlet Pipe L= 60.0' Ke= 0.500 Inlet / Outlet Invert= 980.00' / 978.30' S= 0.0283 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=10.30 cfs @ 13.10 hrs HW=982.22' TW=963.50' (Dynamic Tailwater)1=Outlet Pipe (Inlet Controls 10.30 cfs @ 5.83 fps) Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 73HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPond E-POND: InflowPrimaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)26242220181614121086420Inflow Area=16.196 acPeak Elev=982.22'Storage=59,801 cf18.0"Round Culvertn=0.013L=60.0'S=0.0283 '/'23.58 cfs10.31 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 74HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond INFIL: Inflow Area = 34.994 ac, 24.11% Impervious, Inflow Depth = 2.40" for 10y 24hr eventInflow = 33.42 cfs @ 12.09 hrs, Volume= 6.997 afOutflow = 32.01 cfs @ 12.12 hrs, Volume= 6.997 af, Atten= 4%, Lag= 1.4 minDiscarded = 0.12 cfs @ 12.12 hrs, Volume= 0.389 afPrimary = 31.88 cfs @ 12.12 hrs, Volume= 6.608 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsPeak Elev= 963.64' @ 12.12 hrs Surf.Area= 0.121 ac Storage= 0.230 afPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 40.4 min ( 924.7 - 884.3 )Volume Invert Avail.Storage Storage Description#1 961.30' 0.575 afCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (acres) (acre-feet) (acre-feet)961.30 0.077 0.000 0.000962.00 0.089 0.058 0.058962.80 0.104 0.077 0.135963.00 0.108 0.021 0.157964.00 0.128 0.118 0.275966.00 0.172 0.300 0.575Device Routing Invert Outlet Devices#1 Discarded 961.30'1.000 in/hr Exfiltration over Surface area #2 Primary 962.80'Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 1.00 2.00 Width (feet) 10.00 18.00 18.00 Discarded OutFlow Max=0.12 cfs @ 12.12 hrs HW=963.62' (Free Discharge)1=Exfiltration (Exfiltration Controls 0.12 cfs)Primary OutFlow Max=30.72 cfs @ 12.12 hrs HW=963.62' TW=957.77' (Dynamic Tailwater)2=Custom Weir/Orifice (Weir Controls 30.72 cfs @ 2.82 fps) Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 75HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPond INFIL: InflowOutflowDiscardedPrimaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)363432302826242220181614121086420Inflow Area=34.994 acPeak Elev=963.64'Storage=0.230 af33.42 cfs32.01 cfs0.12 cfs31.88 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 76HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond MAN-MADE: Inflow Area = 2.250 ac, 13.11% Impervious, Inflow Depth = 2.50" for 10y 24hr eventInflow = 4.93 cfs @ 12.38 hrs, Volume= 0.468 afOutflow = 0.45 cfs @ 13.93 hrs, Volume= 0.468 af, Atten= 91%, Lag= 92.8 minPrimary = 0.45 cfs @ 13.93 hrs, Volume= 0.468 afSecondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsPeak Elev= 993.40' @ 13.93 hrs Surf.Area= 12,467 sf Storage= 12,796 cfPlug-Flow detention time= 347.3 min calculated for 0.468 af (100% of inflow)Center-of-Mass det. time= 346.7 min ( 1,154.0 - 807.3 )Volume Invert Avail.Storage Storage Description#1 991.10' 43,485 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)991.10 3,000 0 0992.00 3,300 2,835 2,835993.00 8,300 5,800 8,635994.00 18,700 13,500 22,135995.00 24,000 21,350 43,485Device Routing Invert Outlet Devices#1 Primary 991.10'6.0" Round Draintile L= 290.0' Ke= 0.500 Inlet / Outlet Invert= 991.10' / 986.10' S= 0.0172 '/' Cc= 0.300 n= 0.011, Flow Area= 0.20 sf #2 Secondary 994.00'150.0' long x 15.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.45 cfs @ 13.93 hrs HW=993.40' TW=987.53' (Dynamic Tailwater)1=Draintile (Inlet Controls 0.45 cfs @ 2.30 fps)Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=991.10' TW=984.00' (Dynamic Tailwater)2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 77HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPond MAN-MADE: InflowOutflowPrimarySecondaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)543210Inflow Area=2.250 acPeak Elev=993.40'Storage=12,796 cf4.93 cfs0.45 cfs0.45 cfs0.00 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 78HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond N-POND: Inflow Area = 8.675 ac, 21.99% Impervious, Inflow Depth = 2.66" for 10y 24hr eventInflow = 10.95 cfs @ 12.68 hrs, Volume= 1.919 afOutflow = 10.89 cfs @ 12.75 hrs, Volume= 1.886 af, Atten= 1%, Lag= 4.1 minPrimary = 1.84 cfs @ 12.75 hrs, Volume= 1.357 afSecondary = 9.05 cfs @ 12.75 hrs, Volume= 0.530 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsPeak Elev= 987.63' @ 12.75 hrs Surf.Area= 9,633 sf Storage= 16,203 cfPlug-Flow detention time= 99.0 min calculated for 1.886 af (98% of inflow)Center-of-Mass det. time= 80.5 min ( 982.6 - 902.0 )Volume Invert Avail.Storage Storage Description#1 984.00' 19,979 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)984.00 665 0 0985.00 2,179 1,422 1,422986.00 4,583 3,381 4,803987.00 7,427 6,005 10,808988.00 10,914 9,171 19,979Device Routing Invert Outlet Devices#1 Primary 985.00'12.0" Round Outlet Pipe L= 68.0' Ke= 0.500 Inlet / Outlet Invert= 985.00' / 982.10' S= 0.0426 '/' Cc= 0.300 n= 0.013, Flow Area= 0.79 sf #2 Secondary 987.50'70.0' long x 15.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=1.84 cfs @ 12.75 hrs HW=987.63' TW=963.59' (Dynamic Tailwater)1=Outlet Pipe (Inlet Controls 1.84 cfs @ 2.34 fps)Secondary OutFlow Max=9.04 cfs @ 12.75 hrs HW=987.63' TW=963.59' (Dynamic Tailwater)2=Broad-Crested Rectangular Weir (Weir Controls 9.04 cfs @ 0.98 fps) Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 79HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPond N-POND: InflowOutflowPrimarySecondaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)1211109876543210Inflow Area=8.675 acPeak Elev=987.63'Storage=16,203 cf10.95 cfs10.89 cfs1.84 cfs9.05 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 80HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond Pond#1: Inflow Area = 39.941 ac, 25.99% Impervious, Inflow Depth = 2.35" for 10y 24hr eventInflow = 55.14 cfs @ 12.10 hrs, Volume= 7.829 afOutflow = 36.94 cfs @ 12.21 hrs, Volume= 7.829 af, Atten= 33%, Lag= 6.1 minPrimary = 2.19 cfs @ 12.21 hrs, Volume= 0.918 afSecondary = 0.06 cfs @ 8.20 hrs, Volume= 0.572 afTertiary = 34.68 cfs @ 12.21 hrs, Volume= 6.339 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsStarting Elev= 956.00' Surf.Area= 0.399 ac Storage= 1.207 afPeak Elev= 957.92' @ 12.21 hrs Surf.Area= 0.544 ac Storage= 2.135 af (0.928 af above start)Plug-Flow detention time= 361.2 min calculated for 6.622 af (85% of inflow)Center-of-Mass det. time= 231.3 min ( 1,091.8 - 860.6 )Volume Invert Avail.Storage Storage Description#1 948.00' 2.753 afCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (acres) (acre-feet) (acre-feet)948.00 0.022 0.000 0.000950.00 0.074 0.096 0.096952.00 0.142 0.216 0.312954.00 0.216 0.358 0.670955.50 0.275 0.368 1.038956.00 0.399 0.168 1.207957.00 0.500 0.450 1.656958.00 0.548 0.524 2.180959.00 0.597 0.572 2.753Device Routing Invert Outlet Devices#1 Secondary 956.00'0.06 cfs Exfiltration when above 956.00' #2 Primary 954.30'24.0" Round Outlet Pipe L= 43.0' Ke= 0.100 Inlet / Outlet Invert= 954.30' / 953.87' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #3 Device 2 957.00'Weir Wall, Cv= 2.62 (C= 3.28) Head (feet) 0.00 5.00 Width (feet) 4.00 4.00 #4 Device 3 953.00'24.0" Round Submerged Pipe L= 36.0' Ke= 0.100 Inlet / Outlet Invert= 952.00' / 953.00' S= -0.0278 '/' Cc= 0.100 n= 0.013, Flow Area= 3.14 sf #5 Device 2 958.25'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Tertiary 957.00'15.0' long x 50.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 81HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPrimary OutFlow Max=2.19 cfs @ 12.21 hrs HW=957.91' TW=0.00' (Dynamic Tailwater)2=Outlet Pipe (Passes 2.19 cfs of 28.17 cfs potential flow)3=Weir Wall (Passes 2.19 cfs of 11.43 cfs potential flow)4=Submerged Pipe (Inlet Controls 2.19 cfs @ 0.70 fps)5=Orifice/Grate ( Controls 0.00 cfs)Secondary OutFlow Max=0.06 cfs @ 8.20 hrs HW=956.02' TW=0.00' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.06 cfs)Tertiary OutFlow Max=34.47 cfs @ 12.21 hrs HW=957.91' TW=0.00' (Dynamic Tailwater)6=Broad-Crested Rectangular Weir (Weir Controls 34.47 cfs @ 2.52 fps)Pond Pond#1: InflowOutflowPrimarySecondaryTertiaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)605550454035302520151050Inflow Area=39.941 acPeak Elev=957.92'Storage=2.135 af55.14 cfs36.94 cfs2.19 cfs0.06 cfs34.68 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 82HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Link EX-OUT: Inflow Area = 39.942 ac, 19.13% Impervious, Inflow Depth = 2.35" for 10y 24hr eventInflow = 43.96 cfs @ 12.48 hrs, Volume= 7.823 afPrimary = 43.96 cfs @ 12.48 hrs, Volume= 7.823 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsLink EX-OUT: InflowPrimaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)484644424038363432302826242220181614121086420Inflow Area=39.942 ac43.96 cfs43.96 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 83HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Link PR-OUT: Inflow Area = 39.941 ac, 25.99% Impervious, Inflow Depth = 2.35" for 10y 24hr eventInflow = 36.94 cfs @ 12.21 hrs, Volume= 7.829 afPrimary = 36.94 cfs @ 12.21 hrs, Volume= 7.829 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsLink PR-OUT: InflowPrimaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)4038363432302826242220181614121086420Inflow Area=39.941 ac36.94 cfs36.94 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 84HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCTime span=0.00-160.00 hrs, dt=0.05 hrs, 3201 pointsRunoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv.Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind methodRunoff Area=3.423 ac 47.41% Impervious Runoff Depth=6.07"Subcatchment BENTZ-1: Tc=6.0 min CN=80/98 Runoff=31.04 cfs 1.731 afRunoff Area=0.436 ac 10.09% Impervious Runoff Depth=5.29"Subcatchment BENTZ-2: Tc=6.0 min CN=80/98 Runoff=3.64 cfs 0.192 afRunoff Area=0.775 ac 18.06% Impervious Runoff Depth=5.45"Subcatchment BENTZ-3: Tc=6.0 min CN=80/98 Runoff=6.59 cfs 0.352 afRunoff Area=0.313 ac 44.09% Impervious Runoff Depth=6.00"Subcatchment BENTZ-4: Tc=6.0 min CN=80/98 Runoff=2.82 cfs 0.156 afRunoff Area=16.196 ac 25.87% Impervious Runoff Depth=4.71"Subcatchment EAST: Flow Length=1,067' Tc=38.6 min CN=69/98 Runoff=52.04 cfs 6.359 afRunoff Area=4.948 ac 7.30% Impervious Runoff Depth=5.23"Subcatchment EX-BENTZ: Flow Length=883' Tc=23.4 min CN=80/98 Runoff=23.60 cfs 2.155 afRunoff Area=16.196 ac 25.87% Impervious Runoff Depth=4.71"Subcatchment EX-EAST: Flow Length=1,067' Tc=38.6 min CN=69/98 Runoff=52.04 cfs 6.359 afRunoff Area=5.431 ac 7.70% Impervious Runoff Depth=5.24"Subcatchment EX-FAWN: Flow Length=858' Tc=27.2 min CN=80/98 Runoff=24.01 cfs 2.370 afRunoff Area=6.425 ac 25.11% Impervious Runoff Depth=5.60"Subcatchment EX-N-A: Flow Length=842' Tc=51.5 min CN=80/98 Runoff=21.17 cfs 2.999 afRunoff Area=3.945 ac 18.00% Impervious Runoff Depth=5.45"Subcatchment EX-N-B: Flow Length=600' Tc=35.7 min CN=80/98 Runoff=15.54 cfs 1.792 afRunoff Area=0.747 ac 6.96% Impervious Runoff Depth=5.22"Subcatchment EX-N-C: Tc=15.0 min CN=80/98 Runoff=4.40 cfs 0.325 afRunoff Area=2.250 ac 13.11% Impervious Runoff Depth=5.35"Subcatchment EX-N-D: Flow Length=180' Slope=0.0400 '/' Tc=28.0 min CN=80/98 Runoff=9.95 cfs 1.003 afRunoff Area=4.308 ac 32.61% Impervious Runoff Depth=5.76"Subcatchment FAWN-1: Tc=6.0 min CN=80/98 Runoff=37.84 cfs 2.067 afRunoff Area=1.123 ac 13.18% Impervious Runoff Depth=5.35"Subcatchment FAWN-2: Tc=6.0 min CN=80/98 Runoff=9.44 cfs 0.501 afRunoff Area=6.425 ac 25.11% Impervious Runoff Depth=5.60"Subcatchment N-A: Flow Length=842' Tc=51.5 min CN=80/98 Runoff=21.17 cfs 2.999 afRunoff Area=3.945 ac 18.00% Impervious Runoff Depth=5.45"Subcatchment N-B: Flow Length=600' Tc=35.7 min CN=80/98 Runoff=15.54 cfs 1.792 af Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 85HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCRunoff Area=2.250 ac 13.11% Impervious Runoff Depth=5.35"Subcatchment N-D: Flow Length=180' Slope=0.0400 '/' Tc=28.0 min CN=80/98 Runoff=9.95 cfs 1.003 afRunoff Area=0.607 ac 12.52% Impervious Runoff Depth=5.34"Subcatchment OFF-1: Tc=6.0 min CN=80/98 Runoff=5.10 cfs 0.270 afRunoff Area=0.140 ac 0.00% Impervious Runoff Depth=5.07"Subcatchment OFF-2: Tc=6.0 min CN=80/0 Runoff=1.14 cfs 0.059 afPeak Elev=986.92' Storage=10,189 cf Inflow=25.56 cfs 4.001 afPond 4P: Primary=1.60 cfs 1.587 af Secondary=23.82 cfs 2.390 af Outflow=25.42 cfs 3.977 afPeak Elev=994.05' Storage=23,061 cf Inflow=9.95 cfs 1.003 afPond 5P: Primary=0.52 cfs 0.758 af Secondary=4.38 cfs 0.245 af Outflow=4.90 cfs 1.003 afPeak Elev=984.40' Storage=134,784 cf Inflow=52.04 cfs 6.359 afPond 8P: 18.0" Round Culvert n=0.013 L=140.0' S=0.0200 '/' Outflow=16.26 cfs 6.357 afPeak Elev=984.40' Storage=134,784 cf Inflow=52.04 cfs 6.359 afPond E-POND: 18.0" Round Culvert n=0.013 L=60.0' S=0.0283 '/' Outflow=16.26 cfs 6.358 afPeak Elev=964.08' Storage=0.284 af Inflow=67.40 cfs 15.015 afPond INFIL: Discarded=0.13 cfs 0.440 af Primary=65.93 cfs 14.575 af Outflow=66.06 cfs 15.015 afPeak Elev=994.05' Storage=23,061 cf Inflow=9.95 cfs 1.003 afPond MAN-MADE: Primary=0.52 cfs 0.758 af Secondary=4.38 cfs 0.245 af Outflow=4.90 cfs 1.003 afPeak Elev=987.75' Storage=17,359 cf Inflow=25.56 cfs 4.001 afPond N-POND: Primary=1.89 cfs 1.818 af Secondary=23.50 cfs 2.150 af Outflow=25.39 cfs 3.968 afPeak Elev=958.57' Storage=2.499 af Inflow=109.04 cfs 17.007 afPond Pond#1: Primary=10.17 cfs 1.501 af Secondary=0.06 cfs 0.600 af Tertiary=77.46 cfs 14.906 af Outflow=87.69 cfs 17.007 af Inflow=89.18 cfs 16.977 afLink EX-OUT: Primary=89.18 cfs 16.977 af Inflow=87.69 cfs 17.007 afLink PR-OUT: Primary=87.69 cfs 17.007 afTotal Runoff Area = 79.883 ac Runoff Volume = 34.483 af Average Runoff Depth = 5.18"77.44% Pervious = 61.862 ac 22.56% Impervious = 18.021 acFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 86HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment BENTZ-1: Runoff = 31.04 cfs @ 12.09 hrs, Volume= 1.731 af, Depth= 6.07"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Area (ac) CN Description1.800 80 >75% Grass cover, Good, HSG D* 1.281 98 Impervious* 0.342 98 Water Surface3.423 89 Weighted Average1.800 80 52.59% Pervious Area1.623 98 47.41% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment BENTZ-1: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)3432302826242220181614121086420MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hrRainfall=7.41"Runoff Area=3.423 acRunoff Volume=1.731 afRunoff Depth=6.07"Tc=6.0 minCN=80/9831.04 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 87HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment BENTZ-2: Runoff = 3.64 cfs @ 12.09 hrs, Volume= 0.192 af, Depth= 5.29"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Area (ac) CN Description0.392 80 >75% Grass cover, Good, HSG D* 0.044 98 Impervious0.436 82 Weighted Average0.392 80 89.91% Pervious Area0.044 98 10.09% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment BENTZ-2: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)43210MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hrRainfall=7.41"Runoff Area=0.436 acRunoff Volume=0.192 afRunoff Depth=5.29"Tc=6.0 minCN=80/983.64 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 88HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment BENTZ-3: Runoff = 6.59 cfs @ 12.09 hrs, Volume= 0.352 af, Depth= 5.45"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Area (ac) CN Description0.635 80 >75% Grass cover, Good, HSG D* 0.140 98 Impervious0.775 83 Weighted Average0.635 80 81.94% Pervious Area0.140 98 18.06% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment BENTZ-3: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)76543210MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hrRainfall=7.41"Runoff Area=0.775 acRunoff Volume=0.352 afRunoff Depth=5.45"Tc=6.0 minCN=80/986.59 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 89HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment BENTZ-4: Runoff = 2.82 cfs @ 12.09 hrs, Volume= 0.156 af, Depth= 6.00"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Area (ac) CN Description0.175 80 >75% Grass cover, Good, HSG D* 0.138 98 Impervious0.313 88 Weighted Average0.175 80 55.91% Pervious Area0.138 98 44.09% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment BENTZ-4: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)3210MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hrRainfall=7.41"Runoff Area=0.313 acRunoff Volume=0.156 afRunoff Depth=6.00"Tc=6.0 minCN=80/982.82 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 90HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EAST: Runoff = 52.04 cfs @ 12.52 hrs, Volume= 6.359 af, Depth= 4.71"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Area (ac) CN Description4.182 61 >75% Grass cover, Good, HSG B7.824 74 >75% Grass cover, Good, HSG C* 4.190 98 Impervious16.196 77 Weighted Average12.006 69 74.13% Pervious Area4.190 98 25.87% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)36.0 100 0.0066 0.05Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"1.9 287 0.0297 2.59Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps0.7 680 0.0203 15.12 604.92Channel Flow, Area= 40.0 sf Perim= 40.0' r= 1.00' n= 0.01438.6 1,067 TotalSubcatchment EAST: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)5550454035302520151050MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hrRainfall=7.41"Runoff Area=16.196 acRunoff Volume=6.359 afRunoff Depth=4.71"Flow Length=1,067'Tc=38.6 minCN=69/9852.04 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 91HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EX-BENTZ: Runoff = 23.60 cfs @ 12.31 hrs, Volume= 2.155 af, Depth= 5.23"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Area (ac) CN Description4.587 80 >75% Grass cover, Good, HSG D* 0.361 98 Impervious4.948 81 Weighted Average4.587 80 92.70% Pervious Area0.361 98 7.30% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)19.5 114 0.0398 0.10Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"3.5 551 0.0302 2.61Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps0.4 218 0.0423 8.73 104.79Channel Flow, Area= 12.0 sf Perim= 12.0' r= 1.00' n= 0.03523.4 883 TotalSubcatchment EX-BENTZ: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)26252423222120191817161514131211109876543210MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hrRainfall=7.41"Runoff Area=4.948 acRunoff Volume=2.155 afRunoff Depth=5.23"Flow Length=883'Tc=23.4 minCN=80/9823.60 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 92HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EX-EAST: Runoff = 52.04 cfs @ 12.52 hrs, Volume= 6.359 af, Depth= 4.71"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Area (ac) CN Description4.182 61 >75% Grass cover, Good, HSG B7.824 74 >75% Grass cover, Good, HSG C* 4.190 98 Impervious16.196 77 Weighted Average12.006 69 74.13% Pervious Area4.190 98 25.87% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)36.0 100 0.0066 0.05Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"1.9 287 0.0297 2.59Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps0.7 680 0.0203 15.12 604.92Channel Flow, Area= 40.0 sf Perim= 40.0' r= 1.00' n= 0.01438.6 1,067 TotalSubcatchment EX-EAST: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)5550454035302520151050MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hrRainfall=7.41"Runoff Area=16.196 acRunoff Volume=6.359 afRunoff Depth=4.71"Flow Length=1,067'Tc=38.6 minCN=69/9852.04 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 93HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EX-FAWN: Runoff = 24.01 cfs @ 12.36 hrs, Volume= 2.370 af, Depth= 5.24"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Area (ac) CN Description5.013 80 >75% Grass cover, Good, HSG D* 0.418 98 Impervious5.431 81 Weighted Average5.013 80 92.30% Pervious Area0.418 98 7.70% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)23.3 100 0.0197 0.07Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"3.6 545 0.0276 2.49Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps0.3 213 0.0629 10.65 159.72Channel Flow, Area= 15.0 sf Perim= 15.0' r= 1.00' n= 0.03527.2 858 TotalSubcatchment EX-FAWN: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)26242220181614121086420MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hrRainfall=7.41"Runoff Area=5.431 acRunoff Volume=2.370 afRunoff Depth=5.24"Flow Length=858'Tc=27.2 minCN=80/9824.01 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 94HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EX-N-A: Runoff = 21.17 cfs @ 12.67 hrs, Volume= 2.999 af, Depth= 5.60"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Area (ac) CN Description4.812 80 >75% Grass cover, Good, HSG D* 1.613 98 Impervious6.425 85 Weighted Average4.812 80 74.89% Pervious Area1.613 98 25.11% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)48.8 180 0.0100 0.06Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"2.5 340 0.0226 2.25Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps0.2 322 0.0660 27.27 1,090.74Channel Flow, Area= 40.0 sf Perim= 40.0' r= 1.00' n= 0.01451.5 842 TotalSubcatchment EX-N-A: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)23222120191817161514131211109876543210MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hrRainfall=7.41"Runoff Area=6.425 acRunoff Volume=2.999 afRunoff Depth=5.60"Flow Length=842'Tc=51.5 minCN=80/9821.17 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 95HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EX-N-B: Runoff = 15.54 cfs @ 12.48 hrs, Volume= 1.792 af, Depth= 5.45"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Area (ac) CN Description3.235 80 >75% Grass cover, Good, HSG D* 0.710 98 Impervious3.945 83 Weighted Average3.235 80 82.00% Pervious Area0.710 98 18.00% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)33.6 200 0.0300 0.10Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.87"2.1 400 0.0428 3.10Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps35.7 600 TotalSubcatchment EX-N-B: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)17161514131211109876543210MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hrRainfall=7.41"Runoff Area=3.945 acRunoff Volume=1.792 afRunoff Depth=5.45"Flow Length=600'Tc=35.7 minCN=80/9815.54 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 96HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EX-N-C: Runoff = 4.40 cfs @ 12.20 hrs, Volume= 0.325 af, Depth= 5.22"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Area (ac) CN Description0.695 80 >75% Grass cover, Good, HSG D* 0.052 98 Impervious0.747 81 Weighted Average0.695 80 93.04% Pervious Area0.052 98 6.96% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)15.0Direct Entry, Subcatchment EX-N-C: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)43210MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hrRainfall=7.41"Runoff Area=0.747 acRunoff Volume=0.325 afRunoff Depth=5.22"Tc=15.0 minCN=80/984.40 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 97HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EX-N-D: Runoff = 9.95 cfs @ 12.37 hrs, Volume= 1.003 af, Depth= 5.35"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Area (ac) CN Description1.955 80 >75% Grass cover, Good, HSG D* 0.295 98 Impervious2.250 82 Weighted Average1.955 80 86.89% Pervious Area0.295 98 13.11% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)28.0 180 0.0400 0.11Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"Subcatchment EX-N-D: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)11109876543210MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hrRainfall=7.41"Runoff Area=2.250 acRunoff Volume=1.003 afRunoff Depth=5.35"Flow Length=180'Slope=0.0400 '/'Tc=28.0 minCN=80/989.95 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 98HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment FAWN-1: Runoff = 37.84 cfs @ 12.09 hrs, Volume= 2.067 af, Depth= 5.76"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Area (ac) CN Description2.903 80 >75% Grass cover, Good, HSG D* 1.288 98 Impervious* 0.117 98 Water Surface4.308 86 Weighted Average2.903 80 67.39% Pervious Area1.405 98 32.61% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment FAWN-1: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)424038363432302826242220181614121086420MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hrRainfall=7.41"Runoff Area=4.308 acRunoff Volume=2.067 afRunoff Depth=5.76"Tc=6.0 minCN=80/9837.84 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 99HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment FAWN-2: Runoff = 9.44 cfs @ 12.09 hrs, Volume= 0.501 af, Depth= 5.35"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Area (ac) CN Description0.975 80 >75% Grass cover, Good, HSG D* 0.148 98 Impervious1.123 82 Weighted Average0.975 80 86.82% Pervious Area0.148 98 13.18% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment FAWN-2: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)109876543210MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hrRainfall=7.41"Runoff Area=1.123 acRunoff Volume=0.501 afRunoff Depth=5.35"Tc=6.0 minCN=80/989.44 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 100HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment N-A: Runoff = 21.17 cfs @ 12.67 hrs, Volume= 2.999 af, Depth= 5.60"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Area (ac) CN Description4.812 80 >75% Grass cover, Good, HSG D* 1.613 98 Impervious6.425 85 Weighted Average4.812 80 74.89% Pervious Area1.613 98 25.11% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)48.8 180 0.0100 0.06Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"2.5 340 0.0226 2.25Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps0.2 322 0.0660 27.27 1,090.74Channel Flow, Area= 40.0 sf Perim= 40.0' r= 1.00' n= 0.01451.5 842 TotalSubcatchment N-A: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)23222120191817161514131211109876543210MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hrRainfall=7.41"Runoff Area=6.425 acRunoff Volume=2.999 afRunoff Depth=5.60"Flow Length=842'Tc=51.5 minCN=80/9821.17 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 101HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment N-B: Runoff = 15.54 cfs @ 12.48 hrs, Volume= 1.792 af, Depth= 5.45"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Area (ac) CN Description3.235 80 >75% Grass cover, Good, HSG D* 0.710 98 Impervious3.945 83 Weighted Average3.235 80 82.00% Pervious Area0.710 98 18.00% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)33.6 200 0.0300 0.10Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.87"2.1 400 0.0428 3.10Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps35.7 600 TotalSubcatchment N-B: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)17161514131211109876543210MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hrRainfall=7.41"Runoff Area=3.945 acRunoff Volume=1.792 afRunoff Depth=5.45"Flow Length=600'Tc=35.7 minCN=80/9815.54 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 102HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment N-D: Runoff = 9.95 cfs @ 12.37 hrs, Volume= 1.003 af, Depth= 5.35"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Area (ac) CN Description1.955 80 >75% Grass cover, Good, HSG D* 0.295 98 Impervious2.250 82 Weighted Average1.955 80 86.89% Pervious Area0.295 98 13.11% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)28.0 180 0.0400 0.11Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"Subcatchment N-D: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)11109876543210MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hrRainfall=7.41"Runoff Area=2.250 acRunoff Volume=1.003 afRunoff Depth=5.35"Flow Length=180'Slope=0.0400 '/'Tc=28.0 minCN=80/989.95 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 103HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment OFF-1: Runoff = 5.10 cfs @ 12.09 hrs, Volume= 0.270 af, Depth= 5.34"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Area (ac) CN Description0.531 80 >75% Grass cover, Good, HSG D* 0.076 98 Impervious0.607 82 Weighted Average0.531 80 87.48% Pervious Area0.076 98 12.52% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment OFF-1: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)543210MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hrRainfall=7.41"Runoff Area=0.607 acRunoff Volume=0.270 afRunoff Depth=5.34"Tc=6.0 minCN=80/985.10 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 104HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment OFF-2: Runoff = 1.14 cfs @ 12.09 hrs, Volume= 0.059 af, Depth= 5.07"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Area (ac) CN Description0.140 80 >75% Grass cover, Good, HSG D0.140 80 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment OFF-2: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)10MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hrRainfall=7.41"Runoff Area=0.140 acRunoff Volume=0.059 afRunoff Depth=5.07"Tc=6.0 minCN=80/01.14 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 105HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond 4P: Inflow Area = 8.675 ac, 21.99% Impervious, Inflow Depth = 5.53" for 100y 24hr eventInflow = 25.56 cfs @ 12.77 hrs, Volume= 4.001 afOutflow = 25.42 cfs @ 12.80 hrs, Volume= 3.977 af, Atten= 1%, Lag= 1.7 minPrimary = 1.60 cfs @ 12.80 hrs, Volume= 1.587 afSecondary = 23.82 cfs @ 12.80 hrs, Volume= 2.390 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsPeak Elev= 986.92' @ 12.80 hrs Surf.Area= 7,186 sf Storage= 10,189 cfPlug-Flow detention time= 40.0 min calculated for 3.976 af (99% of inflow)Center-of-Mass det. time= 32.2 min ( 926.0 - 893.8 )Volume Invert Avail.Storage Storage Description#1 984.00' 19,979 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)984.00 665 0 0985.00 2,179 1,422 1,422986.00 4,583 3,381 4,803987.00 7,427 6,005 10,808988.00 10,914 9,171 19,979Device Routing Invert Outlet Devices#1 Primary 984.80'12.0" Round Outlet Pipe L= 68.0' Ke= 0.500 Inlet / Outlet Invert= 984.80' / 982.10' S= 0.0397 '/' Cc= 0.300 n= 0.013, Flow Area= 0.79 sf #2 Secondary 986.60'50.0' long x 15.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=1.60 cfs @ 12.80 hrs HW=986.91' TW=0.00' (Dynamic Tailwater)1=Outlet Pipe (Inlet Controls 1.60 cfs @ 2.04 fps)Secondary OutFlow Max=23.75 cfs @ 12.80 hrs HW=986.91' TW=0.00' (Dynamic Tailwater)2=Broad-Crested Rectangular Weir (Weir Controls 23.75 cfs @ 1.51 fps)Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 106HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPond 4P: InflowOutflowPrimarySecondaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)2826242220181614121086420Inflow Area=8.675 acPeak Elev=986.92'Storage=10,189 cf25.56 cfs25.42 cfs1.60 cfs23.82 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 107HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond 5P: Inflow Area = 2.250 ac, 13.11% Impervious, Inflow Depth = 5.35" for 100y 24hr eventInflow = 9.95 cfs @ 12.37 hrs, Volume= 1.003 afOutflow = 4.90 cfs @ 12.81 hrs, Volume= 1.003 af, Atten= 51%, Lag= 26.1 minPrimary = 0.52 cfs @ 12.81 hrs, Volume= 0.758 afSecondary = 4.38 cfs @ 12.81 hrs, Volume= 0.245 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsPeak Elev= 994.05' @ 12.81 hrs Surf.Area= 18,961 sf Storage= 23,061 cfPlug-Flow detention time= 372.6 min calculated for 1.002 af (100% of inflow)Center-of-Mass det. time= 374.1 min ( 1,161.7 - 787.5 )Volume Invert Avail.Storage Storage Description#1 991.10' 43,485 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)991.10 3,000 0 0992.00 3,300 2,835 2,835993.00 8,300 5,800 8,635994.00 18,700 13,500 22,135995.00 24,000 21,350 43,485Device Routing Invert Outlet Devices#1 Primary 991.10'6.0" Round Draintile L= 290.0' Ke= 0.500 Inlet / Outlet Invert= 991.10' / 986.10' S= 0.0172 '/' Cc= 0.300 n= 0.011, Flow Area= 0.20 sf #2 Secondary 994.00'150.0' long x 15.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.52 cfs @ 12.81 hrs HW=994.05' TW=986.91' (Dynamic Tailwater)1=Draintile (Inlet Controls 0.52 cfs @ 2.64 fps)Secondary OutFlow Max=4.33 cfs @ 12.81 hrs HW=994.05' TW=986.91' (Dynamic Tailwater)2=Broad-Crested Rectangular Weir (Weir Controls 4.33 cfs @ 0.59 fps)Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 108HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPond 5P: InflowOutflowPrimarySecondaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)11109876543210Inflow Area=2.250 acPeak Elev=994.05'Storage=23,061 cf9.95 cfs4.90 cfs0.52 cfs4.38 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 109HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond 8P: Inflow Area = 16.196 ac, 25.87% Impervious, Inflow Depth = 4.71" for 100y 24hr eventInflow = 52.04 cfs @ 12.52 hrs, Volume= 6.359 afOutflow = 16.26 cfs @ 13.41 hrs, Volume= 6.357 af, Atten= 69%, Lag= 53.0 minPrimary = 16.26 cfs @ 13.41 hrs, Volume= 6.357 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsStarting Elev= 980.00' Surf.Area= 11,050 sf Storage= 17,893 cfPeak Elev= 984.40' @ 13.41 hrs Surf.Area= 41,345 sf Storage= 134,784 cf (116,891 cf above start)Plug-Flow detention time= 137.5 min calculated for 5.945 af (93% of inflow)Center-of-Mass det. time= 96.6 min ( 894.5 - 797.9 )Volume Invert Avail.Storage Storage Description#1 978.30' 160,619 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)978.30 10,000 0 0980.00 11,050 17,893 17,893981.00 17,369 14,210 32,102982.00 26,338 21,854 53,956983.00 32,102 29,220 83,176984.00 38,892 35,497 118,673985.00 45,000 41,946 160,619Device Routing Invert Outlet Devices#1 Primary 980.00'18.0" Round Outlet Pipe L= 140.0' Ke= 0.500 Inlet / Outlet Invert= 980.00' / 977.20' S= 0.0200 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=16.26 cfs @ 13.41 hrs HW=984.40' TW=0.00' (Dynamic Tailwater)1=Outlet Pipe (Inlet Controls 16.26 cfs @ 9.20 fps)Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 110HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPond 8P: InflowPrimaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)5550454035302520151050Inflow Area=16.196 acPeak Elev=984.40'Storage=134,784 cf18.0"Round Culvertn=0.013L=140.0'S=0.0200 '/'52.04 cfs16.26 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 111HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond E-POND: Inflow Area = 16.196 ac, 25.87% Impervious, Inflow Depth = 4.71" for 100y 24hr eventInflow = 52.04 cfs @ 12.52 hrs, Volume= 6.359 afOutflow = 16.26 cfs @ 13.41 hrs, Volume= 6.358 af, Atten= 69%, Lag= 53.0 minPrimary = 16.26 cfs @ 13.41 hrs, Volume= 6.358 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsStarting Elev= 980.00' Surf.Area= 11,050 sf Storage= 17,893 cfPeak Elev= 984.40' @ 13.41 hrs Surf.Area= 41,345 sf Storage= 134,784 cf (116,891 cf above start)Plug-Flow detention time= 139.4 min calculated for 5.947 af (94% of inflow)Center-of-Mass det. time= 96.6 min ( 894.5 - 797.9 )Volume Invert Avail.Storage Storage Description#1 978.30' 160,619 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)978.30 10,000 0 0980.00 11,050 17,893 17,893981.00 17,369 14,210 32,102982.00 26,338 21,854 53,956983.00 32,102 29,220 83,176984.00 38,892 35,497 118,673985.00 45,000 41,946 160,619Device Routing Invert Outlet Devices#1 Primary 980.00'18.0" Round Outlet Pipe L= 60.0' Ke= 0.500 Inlet / Outlet Invert= 980.00' / 978.30' S= 0.0283 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=16.26 cfs @ 13.41 hrs HW=984.40' TW=963.71' (Dynamic Tailwater)1=Outlet Pipe (Inlet Controls 16.26 cfs @ 9.20 fps)Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 112HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPond E-POND: InflowPrimaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)5550454035302520151050Inflow Area=16.196 acPeak Elev=984.40'Storage=134,784 cf18.0"Round Culvertn=0.013L=60.0'S=0.0283 '/'52.04 cfs16.26 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 113HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond INFIL: Inflow Area = 34.994 ac, 24.11% Impervious, Inflow Depth = 5.15" for 100y 24hr eventInflow = 67.40 cfs @ 12.09 hrs, Volume= 15.015 afOutflow = 66.06 cfs @ 12.11 hrs, Volume= 15.015 af, Atten= 2%, Lag= 1.1 minDiscarded = 0.13 cfs @ 12.11 hrs, Volume= 0.440 afPrimary = 65.93 cfs @ 12.11 hrs, Volume= 14.575 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsPeak Elev= 964.08' @ 12.11 hrs Surf.Area= 0.130 ac Storage= 0.284 afPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 22.8 min ( 892.6 - 869.8 )Volume Invert Avail.Storage Storage Description#1 961.30' 0.575 afCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (acres) (acre-feet) (acre-feet)961.30 0.077 0.000 0.000962.00 0.089 0.058 0.058962.80 0.104 0.077 0.135963.00 0.108 0.021 0.157964.00 0.128 0.118 0.275966.00 0.172 0.300 0.575Device Routing Invert Outlet Devices#1 Discarded 961.30'1.000 in/hr Exfiltration over Surface area #2 Primary 962.80'Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 1.00 2.00 Width (feet) 10.00 18.00 18.00 Discarded OutFlow Max=0.13 cfs @ 12.11 hrs HW=964.05' (Free Discharge)1=Exfiltration (Exfiltration Controls 0.13 cfs)Primary OutFlow Max=64.14 cfs @ 12.11 hrs HW=964.05' TW=958.45' (Dynamic Tailwater)2=Custom Weir/Orifice (Weir Controls 64.14 cfs @ 3.45 fps)Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 114HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPond INFIL: InflowOutflowDiscardedPrimaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)757065605550454035302520151050Inflow Area=34.994 acPeak Elev=964.08'Storage=0.284 af67.40 cfs66.06 cfs0.13 cfs65.93 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 115HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond MAN-MADE: Inflow Area = 2.250 ac, 13.11% Impervious, Inflow Depth = 5.35" for 100y 24hr eventInflow = 9.95 cfs @ 12.37 hrs, Volume= 1.003 afOutflow = 4.90 cfs @ 12.81 hrs, Volume= 1.003 af, Atten= 51%, Lag= 26.1 minPrimary = 0.52 cfs @ 12.81 hrs, Volume= 0.758 afSecondary = 4.38 cfs @ 12.81 hrs, Volume= 0.245 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsPeak Elev= 994.05' @ 12.81 hrs Surf.Area= 18,961 sf Storage= 23,061 cfPlug-Flow detention time= 372.6 min calculated for 1.002 af (100% of inflow)Center-of-Mass det. time= 374.1 min ( 1,161.7 - 787.5 )Volume Invert Avail.Storage Storage Description#1 991.10' 43,485 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)991.10 3,000 0 0992.00 3,300 2,835 2,835993.00 8,300 5,800 8,635994.00 18,700 13,500 22,135995.00 24,000 21,350 43,485Device Routing Invert Outlet Devices#1 Primary 991.10'6.0" Round Draintile L= 290.0' Ke= 0.500 Inlet / Outlet Invert= 991.10' / 986.10' S= 0.0172 '/' Cc= 0.300 n= 0.011, Flow Area= 0.20 sf #2 Secondary 994.00'150.0' long x 15.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.52 cfs @ 12.81 hrs HW=994.05' TW=987.75' (Dynamic Tailwater)1=Draintile (Inlet Controls 0.52 cfs @ 2.64 fps)Secondary OutFlow Max=4.33 cfs @ 12.81 hrs HW=994.05' TW=987.75' (Dynamic Tailwater)2=Broad-Crested Rectangular Weir (Weir Controls 4.33 cfs @ 0.59 fps)Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 116HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPond MAN-MADE: InflowOutflowPrimarySecondaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)11109876543210Inflow Area=2.250 acPeak Elev=994.05'Storage=23,061 cf9.95 cfs4.90 cfs0.52 cfs4.38 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 117HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond N-POND: Inflow Area = 8.675 ac, 21.99% Impervious, Inflow Depth = 5.53" for 100y 24hr eventInflow = 25.56 cfs @ 12.77 hrs, Volume= 4.001 afOutflow = 25.39 cfs @ 12.81 hrs, Volume= 3.968 af, Atten= 1%, Lag= 1.9 minPrimary = 1.89 cfs @ 12.81 hrs, Volume= 1.818 afSecondary = 23.50 cfs @ 12.81 hrs, Volume= 2.150 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsPeak Elev= 987.75' @ 12.81 hrs Surf.Area= 10,042 sf Storage= 17,359 cfPlug-Flow detention time= 60.6 min calculated for 3.967 af (99% of inflow)Center-of-Mass det. time= 50.3 min ( 944.1 - 893.8 )Volume Invert Avail.Storage Storage Description#1 984.00' 19,979 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)984.00 665 0 0985.00 2,179 1,422 1,422986.00 4,583 3,381 4,803987.00 7,427 6,005 10,808988.00 10,914 9,171 19,979Device Routing Invert Outlet Devices#1 Primary 985.00'12.0" Round Outlet Pipe L= 68.0' Ke= 0.500 Inlet / Outlet Invert= 985.00' / 982.10' S= 0.0426 '/' Cc= 0.300 n= 0.013, Flow Area= 0.79 sf #2 Secondary 987.50'70.0' long x 15.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=1.89 cfs @ 12.81 hrs HW=987.75' TW=963.97' (Dynamic Tailwater)1=Outlet Pipe (Inlet Controls 1.89 cfs @ 2.41 fps)Secondary OutFlow Max=23.40 cfs @ 12.81 hrs HW=987.75' TW=963.97' (Dynamic Tailwater)2=Broad-Crested Rectangular Weir (Weir Controls 23.40 cfs @ 1.34 fps)Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 118HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPond N-POND: InflowOutflowPrimarySecondaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)2826242220181614121086420Inflow Area=8.675 acPeak Elev=987.75'Storage=17,359 cf25.56 cfs25.39 cfs1.89 cfs23.50 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 119HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond Pond#1: Inflow Area = 39.941 ac, 25.99% Impervious, Inflow Depth = 5.11" for 100y 24hr eventInflow = 109.04 cfs @ 12.10 hrs, Volume= 17.007 afOutflow = 87.69 cfs @ 12.16 hrs, Volume= 17.007 af, Atten= 20%, Lag= 3.8 minPrimary = 10.17 cfs @ 12.16 hrs, Volume= 1.501 afSecondary = 0.06 cfs @ 7.60 hrs, Volume= 0.600 afTertiary = 77.46 cfs @ 12.16 hrs, Volume= 14.906 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsStarting Elev= 956.00' Surf.Area= 0.399 ac Storage= 1.207 afPeak Elev= 958.57' @ 12.16 hrs Surf.Area= 0.576 ac Storage= 2.499 af (1.293 af above start)Plug-Flow detention time= 177.0 min calculated for 15.795 af (93% of inflow)Center-of-Mass det. time= 120.3 min ( 969.3 - 849.0 )Volume Invert Avail.Storage Storage Description#1 948.00' 2.753 afCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (acres) (acre-feet) (acre-feet)948.00 0.022 0.000 0.000950.00 0.074 0.096 0.096952.00 0.142 0.216 0.312954.00 0.216 0.358 0.670955.50 0.275 0.368 1.038956.00 0.399 0.168 1.207957.00 0.500 0.450 1.656958.00 0.548 0.524 2.180959.00 0.597 0.572 2.753Device Routing Invert Outlet Devices#1 Secondary 956.00'0.06 cfs Exfiltration when above 956.00' #2 Primary 954.30'24.0" Round Outlet Pipe L= 43.0' Ke= 0.100 Inlet / Outlet Invert= 954.30' / 953.87' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #3 Device 2 957.00'Weir Wall, Cv= 2.62 (C= 3.28) Head (feet) 0.00 5.00 Width (feet) 4.00 4.00 #4 Device 3 953.00'24.0" Round Submerged Pipe L= 36.0' Ke= 0.100 Inlet / Outlet Invert= 952.00' / 953.00' S= -0.0278 '/' Cc= 0.100 n= 0.013, Flow Area= 3.14 sf #5 Device 2 958.25'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Tertiary 957.00'15.0' long x 50.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 120HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPrimary OutFlow Max=9.59 cfs @ 12.16 hrs HW=958.55' TW=0.00' (Dynamic Tailwater)2=Outlet Pipe (Passes 9.59 cfs of 32.27 cfs potential flow)3=Weir Wall (Passes 2.85 cfs of 25.27 cfs potential flow)4=Submerged Pipe (Inlet Controls 2.85 cfs @ 0.91 fps)5=Orifice/Grate (Weir Controls 6.73 cfs @ 1.79 fps)Secondary OutFlow Max=0.06 cfs @ 7.60 hrs HW=956.02' TW=0.00' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.06 cfs)Tertiary OutFlow Max=76.12 cfs @ 12.16 hrs HW=958.55' TW=0.00' (Dynamic Tailwater)6=Broad-Crested Rectangular Weir (Weir Controls 76.12 cfs @ 3.28 fps)Pond Pond#1: InflowOutflowPrimarySecondaryTertiaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)1201101009080706050403020100Inflow Area=39.941 acPeak Elev=958.57'Storage=2.499 af109.04 cfs87.69 cfs10.17 cfs0.06 cfs77.46 cfs Fawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 121HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Link EX-OUT: Inflow Area = 39.942 ac, 19.13% Impervious, Inflow Depth = 5.10" for 100y 24hr eventInflow = 89.18 cfs @ 12.41 hrs, Volume= 16.977 afPrimary = 89.18 cfs @ 12.41 hrs, Volume= 16.977 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsLink EX-OUT: InflowPrimaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)95908580757065605550454035302520151050Inflow Area=39.942 ac89.18 cfs89.18 cfsFawn Hill DevelopmentMN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Sathre_FawnHill_2017-08- Printed 8/30/2017Prepared by {enter your company name here}Page 122HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Link PR-OUT: Inflow Area = 39.941 ac, 25.99% Impervious, Inflow Depth = 5.11" for 100y 24hr eventInflow = 87.69 cfs @ 12.16 hrs, Volume= 17.007 afPrimary = 87.69 cfs @ 12.16 hrs, Volume= 17.007 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsLink PR-OUT: InflowPrimaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)95908580757065605550454035302520151050Inflow Area=39.941 ac87.69 cfs87.69 cfs Fawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 123HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCTime span=0.00-160.00 hrs, dt=0.05 hrs, 3201 pointsRunoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv.Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind methodRunoff Area=3.423 ac 47.41% Impervious Runoff Depth>4.41"Subcatchment BENTZ-1: Tc=6.0 min CN=80/98 Runoff=0.59 cfs 1.257 afRunoff Area=0.436 ac 10.09% Impervious Runoff Depth>3.68"Subcatchment BENTZ-2: Tc=6.0 min CN=80/98 Runoff=0.07 cfs 0.134 afRunoff Area=0.775 ac 18.06% Impervious Runoff Depth>3.84"Subcatchment BENTZ-3: Tc=6.0 min CN=80/98 Runoff=0.13 cfs 0.248 afRunoff Area=0.313 ac 44.09% Impervious Runoff Depth>4.34"Subcatchment BENTZ-4: Tc=6.0 min CN=80/98 Runoff=0.05 cfs 0.113 afRunoff Area=16.196 ac 25.87% Impervious Runoff Depth>3.22"Subcatchment EAST: Flow Length=1,067' Tc=38.6 min CN=69/98 Runoff=2.20 cfs 4.339 afRunoff Area=4.948 ac 7.30% Impervious Runoff Depth>3.62"Subcatchment EX-BENTZ: Flow Length=883' Tc=23.4 min CN=80/98 Runoff=0.77 cfs 1.492 afRunoff Area=16.196 ac 25.87% Impervious Runoff Depth>3.22"Subcatchment EX-EAST: Flow Length=1,067' Tc=38.6 min CN=69/98 Runoff=2.20 cfs 4.339 afRunoff Area=5.431 ac 7.70% Impervious Runoff Depth>3.63"Subcatchment EX-FAWN: Flow Length=858' Tc=27.2 min CN=80/98 Runoff=0.85 cfs 1.641 afRunoff Area=6.425 ac 25.11% Impervious Runoff Depth>3.96"Subcatchment EX-N-A: Flow Length=842' Tc=51.5 min CN=80/98 Runoff=1.03 cfs 2.118 afRunoff Area=3.945 ac 18.00% Impervious Runoff Depth>3.82"Subcatchment EX-N-B: Flow Length=600' Tc=35.7 min CN=80/98 Runoff=0.63 cfs 1.257 afRunoff Area=0.747 ac 6.96% Impervious Runoff Depth>3.62"Subcatchment EX-N-C: Tc=15.0 min CN=80/98 Runoff=0.12 cfs 0.225 afRunoff Area=2.250 ac 13.11% Impervious Runoff Depth>3.73"Subcatchment EX-N-D: Flow Length=180' Slope=0.0400 '/' Tc=28.0 min CN=80/98 Runoff=0.36 cfs 0.700 afRunoff Area=4.308 ac 32.61% Impervious Runoff Depth>4.12"Subcatchment FAWN-1: Tc=6.0 min CN=80/98 Runoff=0.72 cfs 1.479 afRunoff Area=1.123 ac 13.18% Impervious Runoff Depth>3.74"Subcatchment FAWN-2: Tc=6.0 min CN=80/98 Runoff=0.18 cfs 0.350 afRunoff Area=6.425 ac 25.11% Impervious Runoff Depth>3.96"Subcatchment N-A: Flow Length=842' Tc=51.5 min CN=80/98 Runoff=1.03 cfs 2.118 afRunoff Area=3.945 ac 18.00% Impervious Runoff Depth>3.82"Subcatchment N-B: Flow Length=600' Tc=35.7 min CN=80/98 Runoff=0.63 cfs 1.257 afFawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 124HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCRunoff Area=2.250 ac 13.11% Impervious Runoff Depth>3.73"Subcatchment N-D: Flow Length=180' Slope=0.0400 '/' Tc=28.0 min CN=80/98 Runoff=0.36 cfs 0.700 afRunoff Area=0.607 ac 12.52% Impervious Runoff Depth>3.73"Subcatchment OFF-1: Tc=6.0 min CN=80/98 Runoff=0.10 cfs 0.189 afRunoff Area=0.140 ac 0.00% Impervious Runoff Depth>3.48"Subcatchment OFF-2: Tc=6.0 min CN=80/0 Runoff=0.02 cfs 0.041 afPeak Elev=986.16' Storage=5,584 cf Inflow=1.28 cfs 2.800 afPond 4P: Primary=1.17 cfs 2.756 af Secondary=0.00 cfs 0.000 af Outflow=1.17 cfs 2.756 afPeak Elev=992.07' Storage=3,082 cf Inflow=0.36 cfs 0.700 afPond 5P: Primary=0.27 cfs 0.682 af Secondary=0.00 cfs 0.000 af Outflow=0.27 cfs 0.682 afPeak Elev=980.67' Storage=26,680 cf Inflow=2.20 cfs 4.339 afPond 8P: 18.0" Round Culvert n=0.013 L=140.0' S=0.0200 '/' Outflow=2.12 cfs 4.267 afPeak Elev=980.67' Storage=26,680 cf Inflow=2.20 cfs 4.339 afPond E-POND: 18.0" Round Culvert n=0.013 L=60.0' S=0.0283 '/' Outflow=2.12 cfs 4.267 afPeak Elev=963.06' Storage=0.163 af Inflow=4.76 cfs 10.325 afPond INFIL: Discarded=0.11 cfs 1.233 af Primary=4.65 cfs 8.949 af Outflow=4.76 cfs 10.181 afPeak Elev=992.07' Storage=3,082 cf Inflow=0.36 cfs 0.700 afPond MAN-MADE: Primary=0.27 cfs 0.682 af Secondary=0.00 cfs 0.000 af Outflow=0.27 cfs 0.682 afPeak Elev=986.34' Storage=6,550 cf Inflow=1.28 cfs 2.800 afPond N-POND: Primary=1.16 cfs 2.742 af Secondary=0.00 cfs 0.000 af Outflow=1.16 cfs 2.742 afPeak Elev=957.22' Storage=1.770 af Inflow=5.43 cfs 10.700 afPond Pond#1: Primary=1.09 cfs 2.285 af Secondary=0.06 cfs 0.664 af Tertiary=4.27 cfs 7.271 af Outflow=5.42 cfs 10.221 af Inflow=5.53 cfs 11.639 afLink EX-OUT: Primary=5.53 cfs 11.639 af Inflow=5.42 cfs 10.221 afLink PR-OUT: Primary=5.42 cfs 10.221 afTotal Runoff Area = 79.883 ac Runoff Volume = 23.996 af Average Runoff Depth = 3.60"77.44% Pervious = 61.862 ac 22.56% Impervious = 18.021 ac Fawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 125HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment BENTZ-1: Runoff = 0.59 cfs @ 121.25 hrs, Volume= 1.257 af, Depth> 4.41"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsSnowmelt_10d_100yr Snow10d Rainfall=7.20"Area (ac) CN Description1.800 80 >75% Grass cover, Good, HSG D* 1.281 98 Impervious* 0.342 98 Water Surface3.423 89 Weighted Average1.800 80 52.59% Pervious Area1.623 98 47.41% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment BENTZ-1: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)0.650.60.550.50.450.40.350.30.250.20.150.10.050Snowmelt_10d_100yrSnow10d Rainfall=7.20"Runoff Area=3.423 acRunoff Volume=1.257 afRunoff Depth>4.41"Tc=6.0 minCN=80/980.59 cfsFawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 126HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment BENTZ-2: Runoff = 0.07 cfs @ 121.26 hrs, Volume= 0.134 af, Depth> 3.68"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsSnowmelt_10d_100yr Snow10d Rainfall=7.20"Area (ac) CN Description0.392 80 >75% Grass cover, Good, HSG D* 0.044 98 Impervious0.436 82 Weighted Average0.392 80 89.91% Pervious Area0.044 98 10.09% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment BENTZ-2: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)0.0750.070.0650.060.0550.050.0450.040.0350.030.0250.020.0150.010.0050Snowmelt_10d_100yrSnow10d Rainfall=7.20"Runoff Area=0.436 acRunoff Volume=0.134 afRunoff Depth>3.68"Tc=6.0 minCN=80/980.07 cfs Fawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 127HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment BENTZ-3: Runoff = 0.13 cfs @ 121.25 hrs, Volume= 0.248 af, Depth> 3.84"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsSnowmelt_10d_100yr Snow10d Rainfall=7.20"Area (ac) CN Description0.635 80 >75% Grass cover, Good, HSG D* 0.140 98 Impervious0.775 83 Weighted Average0.635 80 81.94% Pervious Area0.140 98 18.06% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment BENTZ-3: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)0.140.130.120.110.10.090.080.070.060.050.040.030.020.010Snowmelt_10d_100yrSnow10d Rainfall=7.20"Runoff Area=0.775 acRunoff Volume=0.248 afRunoff Depth>3.84"Tc=6.0 minCN=80/980.13 cfsFawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 128HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment BENTZ-4: Runoff = 0.05 cfs @ 121.25 hrs, Volume= 0.113 af, Depth> 4.34"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsSnowmelt_10d_100yr Snow10d Rainfall=7.20"Area (ac) CN Description0.175 80 >75% Grass cover, Good, HSG D* 0.138 98 Impervious0.313 88 Weighted Average0.175 80 55.91% Pervious Area0.138 98 44.09% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment BENTZ-4: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)0.0550.050.0450.040.0350.030.0250.020.0150.010.0050Snowmelt_10d_100yrSnow10d Rainfall=7.20"Runoff Area=0.313 acRunoff Volume=0.113 afRunoff Depth>4.34"Tc=6.0 minCN=80/980.05 cfs Fawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 129HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EAST: Runoff = 2.20 cfs @ 121.65 hrs, Volume= 4.339 af, Depth> 3.22"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsSnowmelt_10d_100yr Snow10d Rainfall=7.20"Area (ac) CN Description4.182 61 >75% Grass cover, Good, HSG B7.824 74 >75% Grass cover, Good, HSG C* 4.190 98 Impervious16.196 77 Weighted Average12.006 69 74.13% Pervious Area4.190 98 25.87% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)36.0 100 0.0066 0.05Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"1.9 287 0.0297 2.59Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps0.7 680 0.0203 15.12 604.92Channel Flow, Area= 40.0 sf Perim= 40.0' r= 1.00' n= 0.01438.6 1,067 TotalSubcatchment EAST: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)210Snowmelt_10d_100yrSnow10d Rainfall=7.20"Runoff Area=16.196 acRunoff Volume=4.339 afRunoff Depth>3.22"Flow Length=1,067'Tc=38.6 minCN=69/982.20 cfsFawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 130HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EX-BENTZ: Runoff = 0.77 cfs @ 121.47 hrs, Volume= 1.492 af, Depth> 3.62"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsSnowmelt_10d_100yr Snow10d Rainfall=7.20"Area (ac) CN Description4.587 80 >75% Grass cover, Good, HSG D* 0.361 98 Impervious4.948 81 Weighted Average4.587 80 92.70% Pervious Area0.361 98 7.30% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)19.5 114 0.0398 0.10Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"3.5 551 0.0302 2.61Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps0.4 218 0.0423 8.73 104.79Channel Flow, Area= 12.0 sf Perim= 12.0' r= 1.00' n= 0.03523.4 883 TotalSubcatchment EX-BENTZ: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)0.850.80.750.70.650.60.550.50.450.40.350.30.250.20.150.10.050Snowmelt_10d_100yrSnow10d Rainfall=7.20"Runoff Area=4.948 acRunoff Volume=1.492 afRunoff Depth>3.62"Flow Length=883'Tc=23.4 minCN=80/980.77 cfs Fawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 131HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EX-EAST: Runoff = 2.20 cfs @ 121.65 hrs, Volume= 4.339 af, Depth> 3.22"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsSnowmelt_10d_100yr Snow10d Rainfall=7.20"Area (ac) CN Description4.182 61 >75% Grass cover, Good, HSG B7.824 74 >75% Grass cover, Good, HSG C* 4.190 98 Impervious16.196 77 Weighted Average12.006 69 74.13% Pervious Area4.190 98 25.87% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)36.0 100 0.0066 0.05Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"1.9 287 0.0297 2.59Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps0.7 680 0.0203 15.12 604.92Channel Flow, Area= 40.0 sf Perim= 40.0' r= 1.00' n= 0.01438.6 1,067 TotalSubcatchment EX-EAST: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)210Snowmelt_10d_100yrSnow10d Rainfall=7.20"Runoff Area=16.196 acRunoff Volume=4.339 afRunoff Depth>3.22"Flow Length=1,067'Tc=38.6 minCN=69/982.20 cfsFawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 132HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EX-FAWN: Runoff = 0.85 cfs @ 121.51 hrs, Volume= 1.641 af, Depth> 3.63"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsSnowmelt_10d_100yr Snow10d Rainfall=7.20"Area (ac) CN Description5.013 80 >75% Grass cover, Good, HSG D* 0.418 98 Impervious5.431 81 Weighted Average5.013 80 92.30% Pervious Area0.418 98 7.70% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)23.3 100 0.0197 0.07Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"3.6 545 0.0276 2.49Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps0.3 213 0.0629 10.65 159.72Channel Flow, Area= 15.0 sf Perim= 15.0' r= 1.00' n= 0.03527.2 858 TotalSubcatchment EX-FAWN: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)0.950.90.850.80.750.70.650.60.550.50.450.40.350.30.250.20.150.10.050Snowmelt_10d_100yrSnow10d Rainfall=7.20"Runoff Area=5.431 acRunoff Volume=1.641 afRunoff Depth>3.63"Flow Length=858'Tc=27.2 minCN=80/980.85 cfs Fawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 133HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EX-N-A: Runoff = 1.03 cfs @ 121.80 hrs, Volume= 2.118 af, Depth> 3.96"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsSnowmelt_10d_100yr Snow10d Rainfall=7.20"Area (ac) CN Description4.812 80 >75% Grass cover, Good, HSG D* 1.613 98 Impervious6.425 85 Weighted Average4.812 80 74.89% Pervious Area1.613 98 25.11% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)48.8 180 0.0100 0.06Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"2.5 340 0.0226 2.25Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps0.2 322 0.0660 27.27 1,090.74Channel Flow, Area= 40.0 sf Perim= 40.0' r= 1.00' n= 0.01451.5 842 TotalSubcatchment EX-N-A: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)10Snowmelt_10d_100yrSnow10d Rainfall=7.20"Runoff Area=6.425 acRunoff Volume=2.118 afRunoff Depth>3.96"Flow Length=842'Tc=51.5 minCN=80/981.03 cfsFawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 134HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EX-N-B: Runoff = 0.63 cfs @ 121.62 hrs, Volume= 1.257 af, Depth> 3.82"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsSnowmelt_10d_100yr Snow10d Rainfall=7.20"Area (ac) CN Description3.235 80 >75% Grass cover, Good, HSG D* 0.710 98 Impervious3.945 83 Weighted Average3.235 80 82.00% Pervious Area0.710 98 18.00% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)33.6 200 0.0300 0.10Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.87"2.1 400 0.0428 3.10Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps35.7 600 TotalSubcatchment EX-N-B: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)0.70.650.60.550.50.450.40.350.30.250.20.150.10.050Snowmelt_10d_100yrSnow10d Rainfall=7.20"Runoff Area=3.945 acRunoff Volume=1.257 afRunoff Depth>3.82"Flow Length=600'Tc=35.7 minCN=80/980.63 cfs Fawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 135HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EX-N-C: Runoff = 0.12 cfs @ 121.37 hrs, Volume= 0.225 af, Depth> 3.62"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsSnowmelt_10d_100yr Snow10d Rainfall=7.20"Area (ac) CN Description0.695 80 >75% Grass cover, Good, HSG D* 0.052 98 Impervious0.747 81 Weighted Average0.695 80 93.04% Pervious Area0.052 98 6.96% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)15.0Direct Entry, Subcatchment EX-N-C: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)0.130.1250.120.1150.110.1050.10.0950.090.0850.080.0750.070.0650.060.0550.050.0450.040.0350.030.0250.020.0150.010.0050Snowmelt_10d_100yrSnow10d Rainfall=7.20"Runoff Area=0.747 acRunoff Volume=0.225 afRunoff Depth>3.62"Tc=15.0 minCN=80/980.12 cfsFawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 136HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment EX-N-D: Runoff = 0.36 cfs @ 121.52 hrs, Volume= 0.700 af, Depth> 3.73"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsSnowmelt_10d_100yr Snow10d Rainfall=7.20"Area (ac) CN Description1.955 80 >75% Grass cover, Good, HSG D* 0.295 98 Impervious2.250 82 Weighted Average1.955 80 86.89% Pervious Area0.295 98 13.11% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)28.0 180 0.0400 0.11Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"Subcatchment EX-N-D: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)0.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Snowmelt_10d_100yrSnow10d Rainfall=7.20"Runoff Area=2.250 acRunoff Volume=0.700 afRunoff Depth>3.73"Flow Length=180'Slope=0.0400 '/'Tc=28.0 minCN=80/980.36 cfs Fawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 137HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment FAWN-1: Runoff = 0.72 cfs @ 121.25 hrs, Volume= 1.479 af, Depth> 4.12"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsSnowmelt_10d_100yr Snow10d Rainfall=7.20"Area (ac) CN Description2.903 80 >75% Grass cover, Good, HSG D* 1.288 98 Impervious* 0.117 98 Water Surface4.308 86 Weighted Average2.903 80 67.39% Pervious Area1.405 98 32.61% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment FAWN-1: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)0.80.750.70.650.60.550.50.450.40.350.30.250.20.150.10.050Snowmelt_10d_100yrSnow10d Rainfall=7.20"Runoff Area=4.308 acRunoff Volume=1.479 afRunoff Depth>4.12"Tc=6.0 minCN=80/980.72 cfsFawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 138HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment FAWN-2: Runoff = 0.18 cfs @ 121.26 hrs, Volume= 0.350 af, Depth> 3.74"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsSnowmelt_10d_100yr Snow10d Rainfall=7.20"Area (ac) CN Description0.975 80 >75% Grass cover, Good, HSG D* 0.148 98 Impervious1.123 82 Weighted Average0.975 80 86.82% Pervious Area0.148 98 13.18% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment FAWN-2: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)0.20.190.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010Snowmelt_10d_100yrSnow10d Rainfall=7.20"Runoff Area=1.123 acRunoff Volume=0.350 afRunoff Depth>3.74"Tc=6.0 minCN=80/980.18 cfs Fawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 139HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment N-A: Runoff = 1.03 cfs @ 121.80 hrs, Volume= 2.118 af, Depth> 3.96"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsSnowmelt_10d_100yr Snow10d Rainfall=7.20"Area (ac) CN Description4.812 80 >75% Grass cover, Good, HSG D* 1.613 98 Impervious6.425 85 Weighted Average4.812 80 74.89% Pervious Area1.613 98 25.11% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)48.8 180 0.0100 0.06Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"2.5 340 0.0226 2.25Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps0.2 322 0.0660 27.27 1,090.74Channel Flow, Area= 40.0 sf Perim= 40.0' r= 1.00' n= 0.01451.5 842 TotalSubcatchment N-A: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)10Snowmelt_10d_100yrSnow10d Rainfall=7.20"Runoff Area=6.425 acRunoff Volume=2.118 afRunoff Depth>3.96"Flow Length=842'Tc=51.5 minCN=80/981.03 cfsFawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 140HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment N-B: Runoff = 0.63 cfs @ 121.62 hrs, Volume= 1.257 af, Depth> 3.82"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsSnowmelt_10d_100yr Snow10d Rainfall=7.20"Area (ac) CN Description3.235 80 >75% Grass cover, Good, HSG D* 0.710 98 Impervious3.945 83 Weighted Average3.235 80 82.00% Pervious Area0.710 98 18.00% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)33.6 200 0.0300 0.10Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.87"2.1 400 0.0428 3.10Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps35.7 600 TotalSubcatchment N-B: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)0.70.650.60.550.50.450.40.350.30.250.20.150.10.050Snowmelt_10d_100yrSnow10d Rainfall=7.20"Runoff Area=3.945 acRunoff Volume=1.257 afRunoff Depth>3.82"Flow Length=600'Tc=35.7 minCN=80/980.63 cfs Fawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 141HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment N-D: Runoff = 0.36 cfs @ 121.52 hrs, Volume= 0.700 af, Depth> 3.73"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsSnowmelt_10d_100yr Snow10d Rainfall=7.20"Area (ac) CN Description1.955 80 >75% Grass cover, Good, HSG D* 0.295 98 Impervious2.250 82 Weighted Average1.955 80 86.89% Pervious Area0.295 98 13.11% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)28.0 180 0.0400 0.11Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.87"Subcatchment N-D: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)0.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Snowmelt_10d_100yrSnow10d Rainfall=7.20"Runoff Area=2.250 acRunoff Volume=0.700 afRunoff Depth>3.73"Flow Length=180'Slope=0.0400 '/'Tc=28.0 minCN=80/980.36 cfsFawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 142HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment OFF-1: Runoff = 0.10 cfs @ 121.26 hrs, Volume= 0.189 af, Depth> 3.73"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsSnowmelt_10d_100yr Snow10d Rainfall=7.20"Area (ac) CN Description0.531 80 >75% Grass cover, Good, HSG D* 0.076 98 Impervious0.607 82 Weighted Average0.531 80 87.48% Pervious Area0.076 98 12.52% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment OFF-1: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)0.1050.10.0950.090.0850.080.0750.070.0650.060.0550.050.0450.040.0350.030.0250.020.0150.010.0050Snowmelt_10d_100yrSnow10d Rainfall=7.20"Runoff Area=0.607 acRunoff Volume=0.189 afRunoff Depth>3.73"Tc=6.0 minCN=80/980.10 cfs Fawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 143HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Subcatchment OFF-2: Runoff = 0.02 cfs @ 121.26 hrs, Volume= 0.041 af, Depth> 3.48"Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-160.00 hrs, dt= 0.05 hrsSnowmelt_10d_100yr Snow10d Rainfall=7.20"Area (ac) CN Description0.140 80 >75% Grass cover, Good, HSG D0.140 80 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0Direct Entry, Subcatchment OFF-2: RunoffHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)0.0240.0230.0220.0210.020.0190.0180.0170.0160.0150.0140.0130.0120.0110.010.0090.0080.0070.0060.0050.0040.0030.0020.0010Snowmelt_10d_100yrSnow10d Rainfall=7.20"Runoff Area=0.140 acRunoff Volume=0.041 afRunoff Depth>3.48"Tc=6.0 minCN=80/00.02 cfsFawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 144HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond 4P: Inflow Area = 8.675 ac, 21.99% Impervious, Inflow Depth > 3.87" for Snow10d eventInflow = 1.28 cfs @ 121.84 hrs, Volume= 2.800 afOutflow = 1.17 cfs @ 122.95 hrs, Volume= 2.756 af, Atten= 9%, Lag= 66.7 minPrimary = 1.17 cfs @ 122.95 hrs, Volume= 2.756 afSecondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsPeak Elev= 986.16' @ 122.95 hrs Surf.Area= 5,044 sf Storage= 5,584 cfPlug-Flow detention time= 138.6 min calculated for 2.755 af (98% of inflow)Center-of-Mass det. time= 95.3 min ( 6,914.2 - 6,818.9 )Volume Invert Avail.Storage Storage Description#1 984.00' 19,979 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)984.00 665 0 0985.00 2,179 1,422 1,422986.00 4,583 3,381 4,803987.00 7,427 6,005 10,808988.00 10,914 9,171 19,979Device Routing Invert Outlet Devices#1 Primary 984.80'12.0" Round Outlet Pipe L= 68.0' Ke= 0.500 Inlet / Outlet Invert= 984.80' / 982.10' S= 0.0397 '/' Cc= 0.300 n= 0.013, Flow Area= 0.79 sf #2 Secondary 986.60'50.0' long x 15.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=1.17 cfs @ 122.95 hrs HW=986.16' TW=0.00' (Dynamic Tailwater)1=Outlet Pipe (Inlet Controls 1.17 cfs @ 1.49 fps)Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=984.00' TW=0.00' (Dynamic Tailwater)2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Fawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 145HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPond 4P: InflowOutflowPrimarySecondaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)10Inflow Area=8.675 acPeak Elev=986.16'Storage=5,584 cf1.28 cfs1.17 cfs1.17 cfs0.00 cfsFawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 146HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond 5P: Inflow Area = 2.250 ac, 13.11% Impervious, Inflow Depth > 3.73" for Snow10d eventInflow = 0.36 cfs @ 121.52 hrs, Volume= 0.700 afOutflow = 0.27 cfs @ 123.35 hrs, Volume= 0.682 af, Atten= 25%, Lag= 109.7 minPrimary = 0.27 cfs @ 123.35 hrs, Volume= 0.682 afSecondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsPeak Elev= 992.07' @ 123.35 hrs Surf.Area= 3,655 sf Storage= 3,082 cfPlug-Flow detention time= 215.4 min calculated for 0.682 af (97% of inflow)Center-of-Mass det. time= 148.1 min ( 7,020.1 - 6,872.0 )Volume Invert Avail.Storage Storage Description#1 991.10' 43,485 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)991.10 3,000 0 0992.00 3,300 2,835 2,835993.00 8,300 5,800 8,635994.00 18,700 13,500 22,135995.00 24,000 21,350 43,485Device Routing Invert Outlet Devices#1 Primary 991.10'6.0" Round Draintile L= 290.0' Ke= 0.500 Inlet / Outlet Invert= 991.10' / 986.10' S= 0.0172 '/' Cc= 0.300 n= 0.011, Flow Area= 0.20 sf #2 Secondary 994.00'150.0' long x 15.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.27 cfs @ 123.35 hrs HW=992.07' TW=986.15' (Dynamic Tailwater)1=Draintile (Inlet Controls 0.27 cfs @ 1.36 fps)Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=991.10' TW=984.00' (Dynamic Tailwater)2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Fawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 147HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPond 5P: InflowOutflowPrimarySecondaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)0.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=2.250 acPeak Elev=992.07'Storage=3,082 cf0.36 cfs0.27 cfs0.27 cfs0.00 cfsFawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 148HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond 8P: Inflow Area = 16.196 ac, 25.87% Impervious, Inflow Depth > 3.22" for Snow10d eventInflow = 2.20 cfs @ 121.65 hrs, Volume= 4.339 afOutflow = 2.12 cfs @ 122.16 hrs, Volume= 4.267 af, Atten= 4%, Lag= 30.5 minPrimary = 2.12 cfs @ 122.16 hrs, Volume= 4.267 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsStarting Elev= 980.00' Surf.Area= 11,050 sf Storage= 17,893 cfPeak Elev= 980.67' @ 122.16 hrs Surf.Area= 15,270 sf Storage= 26,680 cf (8,788 cf above start)Plug-Flow detention time= 793.8 min calculated for 3.857 af (89% of inflow)Center-of-Mass det. time= 84.7 min ( 6,936.1 - 6,851.5 )Volume Invert Avail.Storage Storage Description#1 978.30' 160,619 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)978.30 10,000 0 0980.00 11,050 17,893 17,893981.00 17,369 14,210 32,102982.00 26,338 21,854 53,956983.00 32,102 29,220 83,176984.00 38,892 35,497 118,673985.00 45,000 41,946 160,619Device Routing Invert Outlet Devices#1 Primary 980.00'18.0" Round Outlet Pipe L= 140.0' Ke= 0.500 Inlet / Outlet Invert= 980.00' / 977.20' S= 0.0200 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=2.12 cfs @ 122.16 hrs HW=980.67' TW=0.00' (Dynamic Tailwater)1=Outlet Pipe (Inlet Controls 2.12 cfs @ 2.78 fps) Fawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 149HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPond 8P: InflowPrimaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)210Inflow Area=16.196 acPeak Elev=980.67'Storage=26,680 cf18.0"Round Culvertn=0.013L=140.0'S=0.0200 '/'2.20 cfs2.12 cfsFawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 150HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond E-POND: Inflow Area = 16.196 ac, 25.87% Impervious, Inflow Depth > 3.22" for Snow10d eventInflow = 2.20 cfs @ 121.65 hrs, Volume= 4.339 afOutflow = 2.12 cfs @ 122.16 hrs, Volume= 4.267 af, Atten= 4%, Lag= 30.5 minPrimary = 2.12 cfs @ 122.16 hrs, Volume= 4.267 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsStarting Elev= 980.00' Surf.Area= 11,050 sf Storage= 17,893 cfPeak Elev= 980.67' @ 122.16 hrs Surf.Area= 15,270 sf Storage= 26,680 cf (8,788 cf above start)Plug-Flow detention time= 793.8 min calculated for 3.857 af (89% of inflow)Center-of-Mass det. time= 84.7 min ( 6,936.1 - 6,851.5 )Volume Invert Avail.Storage Storage Description#1 978.30' 160,619 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)978.30 10,000 0 0980.00 11,050 17,893 17,893981.00 17,369 14,210 32,102982.00 26,338 21,854 53,956983.00 32,102 29,220 83,176984.00 38,892 35,497 118,673985.00 45,000 41,946 160,619Device Routing Invert Outlet Devices#1 Primary 980.00'18.0" Round Outlet Pipe L= 60.0' Ke= 0.500 Inlet / Outlet Invert= 980.00' / 978.30' S= 0.0283 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=2.12 cfs @ 122.16 hrs HW=980.67' TW=963.06' (Dynamic Tailwater)1=Outlet Pipe (Inlet Controls 2.12 cfs @ 2.78 fps) Fawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 151HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPond E-POND: InflowPrimaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)210Inflow Area=16.196 acPeak Elev=980.67'Storage=26,680 cf18.0"Round Culvertn=0.013L=60.0'S=0.0283 '/'2.20 cfs2.12 cfsFawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 152HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond INFIL: Inflow Area = 34.994 ac, 24.11% Impervious, Inflow Depth > 3.54" for Snow10d eventInflow = 4.76 cfs @ 121.83 hrs, Volume= 10.325 afOutflow = 4.76 cfs @ 121.89 hrs, Volume= 10.181 af, Atten= 0%, Lag= 3.2 minDiscarded = 0.11 cfs @ 121.89 hrs, Volume= 1.233 afPrimary = 4.65 cfs @ 121.89 hrs, Volume= 8.949 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsPeak Elev= 963.06' @ 121.89 hrs Surf.Area= 0.109 ac Storage= 0.163 afPlug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 64.3 min ( 6,942.6 - 6,878.3 )Volume Invert Avail.Storage Storage Description#1 961.30' 0.575 afCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (acres) (acre-feet) (acre-feet)961.30 0.077 0.000 0.000962.00 0.089 0.058 0.058962.80 0.104 0.077 0.135963.00 0.108 0.021 0.157964.00 0.128 0.118 0.275966.00 0.172 0.300 0.575Device Routing Invert Outlet Devices#1 Discarded 961.30'1.000 in/hr Exfiltration over Surface area #2 Primary 962.80'Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 1.00 2.00 Width (feet) 10.00 18.00 18.00 Discarded OutFlow Max=0.11 cfs @ 121.89 hrs HW=963.06' (Free Discharge)1=Exfiltration (Exfiltration Controls 0.11 cfs)Primary OutFlow Max=4.65 cfs @ 121.89 hrs HW=963.06' TW=957.22' (Dynamic Tailwater)2=Custom Weir/Orifice (Weir Controls 4.65 cfs @ 1.63 fps) Fawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 153HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPond INFIL: InflowOutflowDiscardedPrimaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)543210Inflow Area=34.994 acPeak Elev=963.06'Storage=0.163 af4.76 cfs4.76 cfs0.11 cfs4.65 cfsFawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 154HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond MAN-MADE: Inflow Area = 2.250 ac, 13.11% Impervious, Inflow Depth > 3.73" for Snow10d eventInflow = 0.36 cfs @ 121.52 hrs, Volume= 0.700 afOutflow = 0.27 cfs @ 123.35 hrs, Volume= 0.682 af, Atten= 25%, Lag= 109.7 minPrimary = 0.27 cfs @ 123.35 hrs, Volume= 0.682 afSecondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsPeak Elev= 992.07' @ 123.35 hrs Surf.Area= 3,655 sf Storage= 3,082 cfPlug-Flow detention time= 215.4 min calculated for 0.682 af (97% of inflow)Center-of-Mass det. time= 148.1 min ( 7,020.1 - 6,872.0 )Volume Invert Avail.Storage Storage Description#1 991.10' 43,485 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)991.10 3,000 0 0992.00 3,300 2,835 2,835993.00 8,300 5,800 8,635994.00 18,700 13,500 22,135995.00 24,000 21,350 43,485Device Routing Invert Outlet Devices#1 Primary 991.10'6.0" Round Draintile L= 290.0' Ke= 0.500 Inlet / Outlet Invert= 991.10' / 986.10' S= 0.0172 '/' Cc= 0.300 n= 0.011, Flow Area= 0.20 sf #2 Secondary 994.00'150.0' long x 15.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.27 cfs @ 123.35 hrs HW=992.07' TW=986.34' (Dynamic Tailwater)1=Draintile (Inlet Controls 0.27 cfs @ 1.36 fps)Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=991.10' TW=984.00' (Dynamic Tailwater)2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Fawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 155HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPond MAN-MADE: InflowOutflowPrimarySecondaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)0.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=2.250 acPeak Elev=992.07'Storage=3,082 cf0.36 cfs0.27 cfs0.27 cfs0.00 cfsFawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 156HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond N-POND: Inflow Area = 8.675 ac, 21.99% Impervious, Inflow Depth > 3.87" for Snow10d eventInflow = 1.28 cfs @ 121.84 hrs, Volume= 2.800 afOutflow = 1.16 cfs @ 123.03 hrs, Volume= 2.742 af, Atten= 10%, Lag= 71.4 minPrimary = 1.16 cfs @ 123.03 hrs, Volume= 2.742 afSecondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsPeak Elev= 986.34' @ 123.03 hrs Surf.Area= 5,562 sf Storage= 6,550 cfPlug-Flow detention time= 177.3 min calculated for 2.742 af (98% of inflow)Center-of-Mass det. time= 121.0 min ( 6,939.9 - 6,818.9 )Volume Invert Avail.Storage Storage Description#1 984.00' 19,979 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)984.00 665 0 0985.00 2,179 1,422 1,422986.00 4,583 3,381 4,803987.00 7,427 6,005 10,808988.00 10,914 9,171 19,979Device Routing Invert Outlet Devices#1 Primary 985.00'12.0" Round Outlet Pipe L= 68.0' Ke= 0.500 Inlet / Outlet Invert= 985.00' / 982.10' S= 0.0426 '/' Cc= 0.300 n= 0.013, Flow Area= 0.79 sf #2 Secondary 987.50'70.0' long x 15.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=1.16 cfs @ 123.03 hrs HW=986.34' TW=963.05' (Dynamic Tailwater)1=Outlet Pipe (Inlet Controls 1.16 cfs @ 1.47 fps)Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=984.00' TW=961.30' (Dynamic Tailwater)2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Fawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 157HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPond N-POND: InflowOutflowPrimarySecondaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)10Inflow Area=8.675 acPeak Elev=986.34'Storage=6,550 cf1.28 cfs1.16 cfs1.16 cfs0.00 cfsFawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 158HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Pond Pond#1: Inflow Area = 39.941 ac, 25.99% Impervious, Inflow Depth > 3.21" for Snow10d eventInflow = 5.43 cfs @ 121.65 hrs, Volume= 10.700 afOutflow = 5.42 cfs @ 121.87 hrs, Volume= 10.221 af, Atten= 0%, Lag= 12.9 minPrimary = 1.09 cfs @ 121.87 hrs, Volume= 2.285 afSecondary = 0.06 cfs @ 48.90 hrs, Volume= 0.664 afTertiary = 4.27 cfs @ 121.87 hrs, Volume= 7.271 afRouting by Dyn-Stor-Ind method, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsStarting Elev= 956.00' Surf.Area= 0.399 ac Storage= 1.207 afPeak Elev= 957.22' @ 121.87 hrs Surf.Area= 0.511 ac Storage= 1.770 af (0.563 af above start)Plug-Flow detention time= 848.9 min calculated for 9.014 af (84% of inflow)Center-of-Mass det. time= 157.8 min ( 7,221.9 - 7,064.1 )Volume Invert Avail.Storage Storage Description#1 948.00' 2.753 afCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (acres) (acre-feet) (acre-feet)948.00 0.022 0.000 0.000950.00 0.074 0.096 0.096952.00 0.142 0.216 0.312954.00 0.216 0.358 0.670955.50 0.275 0.368 1.038956.00 0.399 0.168 1.207957.00 0.500 0.450 1.656958.00 0.548 0.524 2.180959.00 0.597 0.572 2.753Device Routing Invert Outlet Devices#1 Secondary 956.00'0.06 cfs Exfiltration when above 956.00' #2 Primary 954.30'24.0" Round Outlet Pipe L= 43.0' Ke= 0.100 Inlet / Outlet Invert= 954.30' / 953.87' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #3 Device 2 957.00'Weir Wall, Cv= 2.62 (C= 3.28) Head (feet) 0.00 5.00 Width (feet) 4.00 4.00 #4 Device 3 953.00'24.0" Round Submerged Pipe L= 36.0' Ke= 0.100 Inlet / Outlet Invert= 952.00' / 953.00' S= -0.0278 '/' Cc= 0.100 n= 0.013, Flow Area= 3.14 sf #5 Device 2 958.25'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Tertiary 957.00'15.0' long x 50.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Fawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 159HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCPrimary OutFlow Max=1.09 cfs @ 121.87 hrs HW=957.22' TW=0.00' (Dynamic Tailwater)2=Outlet Pipe (Passes 1.09 cfs of 22.94 cfs potential flow)3=Weir Wall (Passes 1.09 cfs of 1.39 cfs potential flow)4=Submerged Pipe (Inlet Controls 1.09 cfs @ 0.35 fps)5=Orifice/Grate ( Controls 0.00 cfs)Secondary OutFlow Max=0.06 cfs @ 48.90 hrs HW=956.02' TW=0.00' (Dynamic Tailwater)1=Exfiltration (Exfiltration Controls 0.06 cfs)Tertiary OutFlow Max=4.27 cfs @ 121.87 hrs HW=957.22' TW=0.00' (Dynamic Tailwater)6=Broad-Crested Rectangular Weir (Weir Controls 4.27 cfs @ 1.27 fps)Pond Pond#1: InflowOutflowPrimarySecondaryTertiaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)6543210Inflow Area=39.941 acPeak Elev=957.22'Storage=1.770 af5.43 cfs5.42 cfs1.09 cfs0.06 cfs4.27 cfsFawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 160HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Link EX-OUT: Inflow Area = 39.942 ac, 19.13% Impervious, Inflow Depth > 3.50" for Snow10d eventInflow = 5.53 cfs @ 121.76 hrs, Volume= 11.639 afPrimary = 5.53 cfs @ 121.76 hrs, Volume= 11.639 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsLink EX-OUT: InflowPrimaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)6543210Inflow Area=39.942 ac5.53 cfs5.53 cfs Fawn Hill DevelopmentSnowmelt_10d_100yr Snow10d Rainfall=7.20"Sathre_FawnHill_2017-08-28 Printed 8/30/2017Prepared by {enter your company name here}Page 161HydroCAD® 10.00-13 s/n 07538 © 2014 HydroCAD Software Solutions LLCSummary for Link PR-OUT: Inflow Area = 39.941 ac, 25.99% Impervious, Inflow Depth > 3.07" for Snow10d eventInflow = 5.42 cfs @ 121.87 hrs, Volume= 10.221 afPrimary = 5.42 cfs @ 121.87 hrs, Volume= 10.221 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 0.00-160.00 hrs, dt= 0.05 hrsLink PR-OUT: InflowPrimaryHydrographTime (hours)1601501401301201101009080706050403020100Flow (cfs)6543210Inflow Area=39.941 ac5.42 cfs5.42 cfs Fawn Hill Development Stormwater Management Plan Report Page 16 W:\S\Sathre\12623-2017-013\Project Data\030 Preliminary Engineering\Report\AUG 30 2017 Submitttal\SathreFawnHill_SWMP2017-08-30.docx THINK BIG. GO BEYOND. www.ae2s.com Appendix C P8 Full Detailed Output P8 Urban Catchment Model, Version 3.5Run Date 08/29/17Case Sathre_FawnHill - Regional.p8c FirstDate 01/02/49 Precip(in) 1107.2Title Regional Model LastDate 08/01/89 Rain(in) 951.83PrecFile msp4989.pcpEvents 2844 Snow(in) 155.39PartFile nurp50.p8pTotalHrs 355608 TotalYrs 40.57Particle DataParticle File nurp50.p8pParticle Class P0% P10% P30% P50% P80%Filtration Efficiency (%) 75 85 85 85 85Settling Velocity (ft/hr) 0 0.03 0.3 1.5 15First Order Decay Rate (1/day) 0 0 0 0 02nd Order Decay (1/day-ppm) 0 0 0 0 0Impervious Runoff Conc (ppm) 1 0 0 0 0Pervious Runoff Conc (ppm) 1 100 100 100 200Pervious Conc Exponent 0 1 1 1 1Accum. Rate (lbs-ac-day) 0 1.75 1.75 1.75 3.5Particle Removal Rate (1/day) 0 0.25 0.25 0.25 0.25Washoff Coefficient 0 20 20 20 20Washoff Exponent 0 2 2 2 2Sweeper Efficiency 0 0 0 5 15Water Quality Component DataComponent Name TSS TP TKN CU PB ZN HCWater Quality Criteria (ppm)Level 1 5 0.025 2 2 0.02 5 0.1Level 2 10 0.05 1 0.0048 0.014 0.0362 0.5Level 3 20 0.1 0.5 0.02 0.15 0.38 1Content Scale Factor 1 1 1 1 1 1 1Particle Composition (mg/kg)P0%0 99000 600000 13600 2000 64000 250000P10% 1000000 3850 15000 340 180 1600 22500P30% 1000000 3850 15000 340 180 1600 22500 P50% 1000000 3850 15000 340 180 1600 22500P80% 1000000 0 0 340 180 0 22500 P8-V3.XSathre_FawnHill - Regional.p8cDirectly Connected UnSwept Areas---> Directly Connected Swept Areas---> Street Sweeping ParametersTotalPervious Indirect Pervious Depress Imperv Depress Imperv Start Stop SweepWatershed Area Outflow Percol Curve Imperv Load Imperv Storage Runoff Load Imperv Storage Runoff Load Date Date Sweep FreqLabel acres Device Device Number Fraction Factor Fraction inches Coef Factor Fraction inches Coef Factor MMDD MMDD Effic 1/weekBENTZ 4.949 Pond 80 0.000 1 0.29 0.02 1 1 0 0.02 1 1 101 1231 1 0.5OFF-N-A 6.425 Pond-N1 80 0.250 1 0 0.02 1 1 0 0.02 1 1 101 1231 1 0.5OFF-N-D 2.25 Pond-N2 80 0.130 1 0 0.02 1 1 0 0.02 1 1 101 1231 1 0.5OFF-N-B 3.945 Infiltration Basin 80 0.180 1 0 0.02 1 1 0 0.02 1 1 101 1231 1 0.5OFF-N-C 0.75 Infiltration Basin 80 0.070 1 0 0.02 1 1 0 0.02 1 1 101 1231 1 0.5OFF-E 16.2 Pond-E 69 0.260 1 0 0.02 1 1 0 0.02 1 1 101 1231 1 0.5FAWN 5.431 Infiltration Basin 80 0.000 1 0.29 0.02 1 1 0 0.02 1 1 101 1231 1 0.5 P8 Urban Catchment Model, Version 3.5 Run Date 08/29/17 Case Sathre_FawnHill - Regional.p8c FirstDate 01/02/49 Precip(in) 1107.2 Title Regional Model LastDate 08/01/89 Rain(in) 951.83 PrecFile msp4989.pcp Events 2844 Snow(in) 155.39 PartFile nurp50.p8p TotalHrs 355608 TotalYrs 40.57 Devices Listed in Downstream Order Device: Pond-N2 Type: POND Discharges normal outlet to Pond-N1 Discharges spillway to Pond-N1 Runoff from watershed OFF-N-D Device: Pond-N1 Type: POND Discharges normal outlet to Pond Discharges spillway to Pond Runoff from watershed OFF-N-A Device: Pond-E Type: POND Discharges normal outlet to Pond Discharges spillway to Pond Runoff from watershed OFF-E Device: Infiltration Basin Type: INF_BASIN Discharges spillway to Pond Runoff from watershed OFF-N-B Runoff from watershed OFF-N-C Runoff from watershed FAWN Device: Pond Type: POND Discharges normal outlet to Biofiltration Zone Runoff from watershed BENTZ Device: Biofiltration Zone Type: INF_BASIN P8 Urban Catchment Model, Version 3.5 Run Date 08/30/17 Case Sathre_FawnHill - Regional.p8c FirstDate 01/02/49 Precip(in) 1107.2 Title Regional Model LastDate 08/01/89 Rain(in) 951.83 PrecFile msp4989.pcp Events 2844 Snow(in) 155.39 PartFile nurp50.p8p TotalHrs 355608 TotalYrs 40.57 Device Rating Tables Device: Pond-N2, Type: POND, Outlet Type: ORIFICE Elev Area Volume Qinflt Qnorm Qflood Qtotal HydLoad MnDepth ResTime feet acres ac-ft cfs cfs cfs cfs in/day ft hrs 991.10 0.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 992.00 0.08 0.06 0.00 0.00 0.00 0.00 0.00 0.86 0.00 992.01 0.08 0.07 0.00 0.01 0.00 0.01 2.89 0.85 84.17 992.23 0.12 0.09 0.00 0.22 0.00 0.22 44.87 0.75 4.81 992.45 0.16 0.12 0.00 0.43 0.00 0.43 65.82 0.76 3.31 992.68 0.19 0.16 0.00 0.62 0.00 0.62 75.61 0.81 3.07 992.90 0.23 0.20 0.00 0.76 0.00 0.76 77.66 0.88 3.25 993.12 0.27 0.26 0.00 0.88 0.00 0.88 77.11 0.96 3.57 993.34 0.31 0.33 0.00 0.99 0.00 0.99 75.57 1.05 3.99 993.57 0.35 0.40 0.00 1.09 0.00 1.09 73.67 1.14 4.46 993.79 0.39 0.48 0.00 1.17 0.00 1.17 71.68 1.24 4.97 994.01 0.43 0.57 0.00 1.26 0.00 1.26 69.70 1.34 5.53 Device: Pond-N1, Type: POND, Outlet Type: ORIFICE Elev Area Volume Qinflt Qnorm Qflood Qtotal HydLoad MnDepth ResTime feet acres ac-ft cfs cfs cfs cfs in/day ft hrs 984.00 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 984.79 0.04 0.02 0.00 0.00 0.00 0.00 0.00 0.53 0.00 984.80 0.04 0.02 0.00 0.03 0.00 0.03 14.63 0.54 10.60 985.02 0.05 0.03 0.00 0.61 0.00 0.61 264.33 0.62 0.68 985.24 0.07 0.05 0.00 1.19 0.00 1.19 428.81 0.72 0.48 985.46 0.08 0.06 0.00 1.77 0.00 1.77 545.32 0.81 0.43 985.67 0.09 0.08 0.00 2.35 0.00 2.35 632.19 0.91 0.42 985.89 0.10 0.10 0.00 2.92 0.00 2.92 696.67 1.02 0.42 986.11 0.11 0.12 0.00 3.41 0.00 3.41 731.10 1.12 0.44 986.33 0.12 0.15 0.00 3.84 0.00 3.84 747.10 1.22 0.47 986.54 0.13 0.18 0.00 4.23 0.00 4.23 752.71 1.33 0.51 986.76 0.15 0.21 0.00 4.58 0.00 4.58 752.14 1.43 0.55 Device: Pond-E, Type: POND, Outlet Type: ORIFICE Elev Area Volume Qinflt Qnorm Qflood Qtotal HydLoad MnDepth ResTime feet acres ac-ft cfs cfs cfs cfs in/day ft hrs 978.30 0.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 980.06 0.27 0.44 0.00 0.00 0.00 0.00 0.00 1.63 0.00 980.07 0.27 0.44 0.00 0.05 0.00 0.05 4.33 1.63 108.55 980.68 0.35 0.63 0.00 3.08 0.00 3.08 207.57 1.79 2.49 981.30 0.44 0.88 0.00 6.12 0.00 6.12 333.39 2.01 1.74 981.92 0.52 1.17 0.00 8.98 0.00 8.98 410.92 2.26 1.58 982.54 0.60 1.52 0.00 11.19 0.00 11.19 441.74 2.52 1.64 983.15 0.69 1.92 0.00 13.04 0.00 13.04 452.20 2.79 1.78 983.77 0.77 2.37 0.00 14.65 0.00 14.65 453.26 3.08 1.95 984.39 0.85 2.87 0.00 16.11 0.00 16.11 449.62 3.36 2.15 985.01 0.94 3.42 0.00 17.44 0.00 17.44 443.55 3.65 2.37 P8 Urban Catchment Model, Version 3.5 Run Date 08/30/17 Case Sathre_FawnHill - Regional.p8c FirstDate 01/02/49 Precip(in) 1107.2 Title Regional Model LastDate 08/01/89 Rain(in) 951.83 PrecFile msp4989.pcp Events 2844 Snow(in) 155.39 PartFile nurp50.p8p TotalHrs 355608 TotalYrs 40.57 Mass Balances by Device and Variable Device: OVERALL Type: NONE Variable: P0% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 762.84 0.03 2073.4 51.1 1.00 03 infiltrate 429.03 0.01 1159.5 28.6 0.99 04 exfiltrate 429.03 0.01 289.9 7.1 0.25 05 filtered 0.00 0.00 869.6 21.4 07 spillway outlet 334.81 0.01 909.1 22.4 1.00 09 total inflow 762.84 0.03 2073.4 51.1 1.00 10 surface outflow 334.81 0.01 909.1 22.4 1.00 11 groundw outflow 429.03 0.01 289.9 7.1 0.25 12 total outflow 763.84 0.03 1199.0 29.6 0.58 13 total trapped 0.00 0.00 869.6 21.4 14 storage increase 0.00 0.00 4.7 0.1 15 mass balance check -1.01 0.00 0.1 0.0 Reduction (%) 0.00 0.00 41.9 41.9 Device: OVERALL Type: NONE Variable: P10% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 762.84 0.03 46983.4 1158.2 22.66 03 infiltrate 429.03 0.01 8527.4 210.2 7.31 04 exfiltrate 429.03 0.01 1279.1 31.5 1.10 05 filtered 0.00 0.00 7248.3 178.7 07 spillway outlet 334.81 0.01 23127.8 570.1 25.41 08 sedimen + decay 0.00 0.00 15284.4 376.8 09 total inflow 762.84 0.03 46983.4 1158.2 22.66 10 surface outflow 334.81 0.01 23127.8 570.1 25.41 11 groundw outflow 429.03 0.01 1279.1 31.5 1.10 12 total outflow 763.84 0.03 24406.9 601.6 11.76 13 total trapped 0.00 0.00 22532.7 555.4 14 storage increase 0.00 0.00 3.8 0.1 15 mass balance check -1.01 0.00 40.0 1.0 Reduction (%) 0.00 0.00 48.0 48.0 Device: OVERALL Type: NONE Variable: P30% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 762.84 0.03 46983.4 1158.2 22.66 03 infiltrate 429.03 0.01 2446.6 60.3 2.10 04 exfiltrate 429.03 0.01 367.0 9.0 0.31 05 filtered 0.00 0.00 2079.6 51.3 07 spillway outlet 334.81 0.01 19378.8 477.7 21.29 08 sedimen + decay 0.00 0.00 25155.6 620.1 09 total inflow 762.84 0.03 46983.4 1158.2 22.66 10 surface outflow 334.81 0.01 19378.8 477.7 21.29 11 groundw outflow 429.03 0.01 367.0 9.0 0.31 12 total outflow 763.84 0.03 19745.7 486.7 9.51 13 total trapped 0.00 0.00 27235.2 671.4 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check -1.01 0.00 2.5 0.1 Reduction (%) 0.00 0.00 58.0 58.0 Device: OVERALL Type: NONE Variable: P50% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 762.84 0.03 46983.4 1158.2 22.66 03 infiltrate 429.03 0.01 603.1 14.9 0.52 04 exfiltrate 429.03 0.01 90.5 2.2 0.08 05 filtered 0.00 0.00 512.6 12.6 07 spillway outlet 334.81 0.01 13498.7 332.8 14.83 08 sedimen + decay 0.00 0.00 32881.1 810.5 09 total inflow 762.84 0.03 46983.4 1158.2 22.66 10 surface outflow 334.81 0.01 13498.7 332.8 14.83 11 groundw outflow 429.03 0.01 90.5 2.2 0.08 12 total outflow 763.84 0.03 13589.2 335.0 6.55 13 total trapped 0.00 0.00 33393.7 823.2 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check -1.01 0.00 0.5 0.0 Reduction (%) 0.00 0.00 71.1 71.1 Device: OVERALL Type: NONE Variable: P80% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 762.84 0.03 93966.8 2316.4 45.32 03 infiltrate 429.03 0.01 150.8 3.7 0.13 04 exfiltrate 429.03 0.01 22.6 0.6 0.02 05 filtered 0.00 0.00 128.2 3.2 07 spillway outlet 334.81 0.01 5782.4 142.5 6.35 08 sedimen + decay 0.00 0.00 88033.5 2170.1 09 total inflow 762.84 0.03 93966.8 2316.4 45.32 10 surface outflow 334.81 0.01 5782.4 142.5 6.35 11 groundw outflow 429.03 0.01 22.6 0.6 0.02 12 total outflow 763.84 0.03 5805.0 143.1 2.80 13 total trapped 0.00 0.00 88161.7 2173.3 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check -1.01 0.00 0.1 0.0 Reduction (%) 0.00 0.00 93.8 93.8 Device: OVERALL Type: NONE Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 762.84 0.03 234917.0 5790.9 113.30 03 infiltrate 429.03 0.01 11727.9 289.1 10.06 04 exfiltrate 429.03 0.01 1759.2 43.4 1.51 05 filtered 0.00 0.00 9968.7 245.7 07 spillway outlet 334.81 0.01 61787.6 1523.1 67.90 08 sedimen + decay 0.00 0.00 161354.6 3977.5 09 total inflow 762.84 0.03 234917.0 5790.9 113.30 10 surface outflow 334.81 0.01 61787.6 1523.1 67.90 11 groundw outflow 429.03 0.01 1759.2 43.4 1.51 12 total outflow 763.84 0.03 63546.8 1566.5 30.61 13 total trapped 0.00 0.00 171323.3 4223.2 14 storage increase 0.00 0.00 3.8 0.1 15 mass balance check -1.01 0.00 43.1 1.1 Reduction (%) 0.00 0.00 72.9 72.9 Device: OVERALL Type: NONE Variable: TP Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 762.84 0.03 747.9 18.4 0.36 03 infiltrate 429.03 0.01 159.4 3.9 0.14 04 exfiltrate 429.03 0.01 35.4 0.9 0.03 05 filtered 0.00 0.00 124.0 3.1 07 spillway outlet 334.81 0.01 305.6 7.5 0.34 08 sedimen + decay 0.00 0.00 282.3 7.0 09 total inflow 762.84 0.03 747.9 18.4 0.36 10 surface outflow 334.81 0.01 305.6 7.5 0.34 11 groundw outflow 429.03 0.01 35.4 0.9 0.03 12 total outflow 763.84 0.03 341.0 8.4 0.16 13 total trapped 0.00 0.00 406.3 10.0 14 storage increase 0.00 0.00 0.5 0.0 15 mass balance check -1.01 0.00 0.2 0.0 Reduction (%) 0.00 0.00 54.3 54.3 Device: Pond-N2 Type: POND Variable: P0% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 34.17 0.00 92.9 2.3 1.00 06 normal outlet 33.52 0.00 90.9 2.2 1.00 07 spillway outlet 0.64 0.00 1.7 0.0 1.00 09 total inflow 34.17 0.00 92.9 2.3 1.00 10 surface outflow 34.17 0.00 92.7 2.3 1.00 12 total outflow 34.17 0.00 92.7 2.3 1.00 14 storage increase 0.00 0.00 0.2 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 0.0 0.0 Device: Pond-N2 Type: POND Variable: P10% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 34.17 0.00 2143.9 52.8 23.09 06 normal outlet 33.52 0.00 1308.0 32.2 14.35 07 spillway outlet 0.64 0.00 370.8 9.1 212.89 08 sedimen + decay 0.00 0.00 465.0 11.5 09 total inflow 34.17 0.00 2143.9 52.8 23.09 10 surface outflow 34.17 0.00 1678.9 41.4 18.08 12 total outflow 34.17 0.00 1678.9 41.4 18.08 13 total trapped 0.00 0.00 465.0 11.5 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 21.7 21.7 Device: Pond-N2 Type: POND Variable: P30% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 34.17 0.00 2143.9 52.8 23.09 06 normal outlet 33.52 0.00 725.1 17.9 7.96 07 spillway outlet 0.64 0.00 301.9 7.4 173.32 08 sedimen + decay 0.00 0.00 1116.8 27.5 09 total inflow 34.17 0.00 2143.9 52.8 23.09 10 surface outflow 34.17 0.00 1027.0 25.3 11.06 12 total outflow 34.17 0.00 1027.0 25.3 11.06 13 total trapped 0.00 0.00 1116.8 27.5 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 52.1 52.1 Device: Pond-N2 Type: POND Variable: P50% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 34.17 0.00 2143.9 52.8 23.09 06 normal outlet 33.52 0.00 250.1 6.2 2.74 07 spillway outlet 0.64 0.00 161.6 4.0 92.79 08 sedimen + decay 0.00 0.00 1732.2 42.7 09 total inflow 34.17 0.00 2143.9 52.8 23.09 10 surface outflow 34.17 0.00 411.7 10.1 4.43 12 total outflow 34.17 0.00 411.7 10.1 4.43 13 total trapped 0.00 0.00 1732.2 42.7 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 80.8 80.8 Device: Pond-N2 Type: POND Variable: P80% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 34.17 0.00 4287.7 105.7 46.17 06 normal outlet 33.52 0.00 60.3 1.5 0.66 07 spillway outlet 0.64 0.00 50.7 1.3 29.12 08 sedimen + decay 0.00 0.00 4176.7 103.0 09 total inflow 34.17 0.00 4287.7 105.7 46.17 10 surface outflow 34.17 0.00 111.0 2.7 1.20 12 total outflow 34.17 0.00 111.0 2.7 1.20 13 total trapped 0.00 0.00 4176.7 103.0 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 97.4 97.4 Device: Pond-N2 Type: POND Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 34.17 0.00 10719.3 264.2 115.43 06 normal outlet 33.52 0.00 2343.5 57.8 25.72 07 spillway outlet 0.64 0.00 885.1 21.8 508.13 08 sedimen + decay 0.00 0.00 7490.7 184.7 09 total inflow 34.17 0.00 10719.3 264.2 115.43 10 surface outflow 34.17 0.00 3228.7 79.6 34.77 12 total outflow 34.17 0.00 3228.7 79.6 34.77 13 total trapped 0.00 0.00 7490.7 184.7 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 69.9 69.9 Device: Pond-N2 Type: POND Variable: TP Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 34.17 0.00 34.0 0.8 0.37 06 normal outlet 33.52 0.00 17.8 0.4 0.20 07 spillway outlet 0.64 0.00 3.4 0.1 1.94 08 sedimen + decay 0.00 0.00 12.8 0.3 09 total inflow 34.17 0.00 34.0 0.8 0.37 10 surface outflow 34.17 0.00 21.2 0.5 0.23 12 total outflow 34.17 0.00 21.2 0.5 0.23 13 total trapped 0.00 0.00 12.8 0.3 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 37.6 37.6 Device: Pond-N1 Type: POND Variable: P0% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 110.80 0.00 301.2 7.4 1.00 02 upstream device 34.17 0.00 92.7 2.3 1.00 06 normal outlet 139.52 0.00 379.0 9.3 1.00 07 spillway outlet 5.45 0.00 14.8 0.4 1.00 09 total inflow 144.97 0.00 393.8 9.7 1.00 10 surface outflow 144.97 0.00 393.8 9.7 1.00 12 total outflow 144.97 0.00 393.8 9.7 1.00 14 storage increase 0.00 0.00 0.1 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 0.0 0.0 Device: Pond-N1 Type: POND Variable: P10% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 110.80 0.00 6963.3 171.7 23.12 02 upstream device 34.17 0.00 1678.9 41.4 18.08 06 normal outlet 139.52 0.00 5480.1 135.1 14.45 07 spillway outlet 5.45 0.00 2916.1 71.9 196.80 08 sedimen + decay 0.00 0.00 246.0 6.1 09 total inflow 144.97 0.00 8642.2 213.0 21.93 10 surface outflow 144.97 0.00 8396.2 207.0 21.31 12 total outflow 144.97 0.00 8396.2 207.0 21.31 13 total trapped 0.00 0.00 246.0 6.1 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 2.8 2.8 Device: Pond-N1 Type: POND Variable: P30% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 110.80 0.00 6963.3 171.7 23.12 02 upstream device 34.17 0.00 1027.0 25.3 11.06 06 normal outlet 139.52 0.00 4352.2 107.3 11.48 07 spillway outlet 5.45 0.00 2759.9 68.0 186.26 08 sedimen + decay 0.00 0.00 878.2 21.6 09 total inflow 144.97 0.00 7990.4 197.0 20.28 10 surface outflow 144.97 0.00 7112.2 175.3 18.05 12 total outflow 144.97 0.00 7112.2 175.3 18.05 13 total trapped 0.00 0.00 878.2 21.6 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 11.0 11.0 Device: Pond-N1 Type: POND Variable: P50% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 110.80 0.00 6963.3 171.7 23.12 02 upstream device 34.17 0.00 411.7 10.1 4.43 06 normal outlet 139.52 0.00 2810.6 69.3 7.41 07 spillway outlet 5.45 0.00 2318.2 57.1 156.45 08 sedimen + decay 0.00 0.00 2246.2 55.4 09 total inflow 144.97 0.00 7375.0 181.8 18.72 10 surface outflow 144.97 0.00 5128.8 126.4 13.02 12 total outflow 144.97 0.00 5128.8 126.4 13.02 13 total trapped 0.00 0.00 2246.2 55.4 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 30.5 30.5 Device: Pond-N1 Type: POND Variable: P80% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 110.80 0.00 13926.6 343.3 46.24 02 upstream device 34.17 0.00 111.0 2.7 1.20 06 normal outlet 139.52 0.00 1506.3 37.1 3.97 07 spillway outlet 5.45 0.00 1996.3 49.2 134.72 08 sedimen + decay 0.00 0.00 10535.1 259.7 09 total inflow 144.97 0.00 14037.7 346.0 35.63 10 surface outflow 144.97 0.00 3502.6 86.3 8.89 12 total outflow 144.97 0.00 3502.6 86.3 8.89 13 total trapped 0.00 0.00 10535.1 259.7 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 75.0 75.0 Device: Pond-N1 Type: POND Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 110.80 0.00 34816.6 858.3 115.61 02 upstream device 34.17 0.00 3228.7 79.6 34.77 06 normal outlet 139.52 0.00 14149.3 348.8 37.31 07 spillway outlet 5.45 0.00 9990.5 246.3 674.23 08 sedimen + decay 0.00 0.00 13905.5 342.8 09 total inflow 144.97 0.00 38045.3 937.8 96.55 10 surface outflow 144.97 0.00 24139.8 595.1 61.26 12 total outflow 144.97 0.00 24139.8 595.1 61.26 13 total trapped 0.00 0.00 13905.5 342.8 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 36.5 36.5 Device: Pond-N1 Type: POND Variable: TP Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 110.80 0.00 110.2 2.7 0.37 02 upstream device 34.17 0.00 21.2 0.5 0.23 06 normal outlet 139.52 0.00 86.2 2.1 0.23 07 spillway outlet 5.45 0.00 32.2 0.8 2.18 08 sedimen + decay 0.00 0.00 13.0 0.3 09 total inflow 144.97 0.00 131.4 3.2 0.33 10 surface outflow 144.97 0.00 118.4 2.9 0.30 12 total outflow 144.97 0.00 118.4 2.9 0.30 13 total trapped 0.00 0.00 13.0 0.3 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 9.9 9.9 Device: Pond-E Type: POND Variable: P0% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 181.31 0.01 492.8 12.1 1.00 06 normal outlet 179.68 0.01 487.1 12.0 1.00 07 spillway outlet 1.63 0.00 4.4 0.1 1.00 09 total inflow 181.31 0.01 492.8 12.1 1.00 10 surface outflow 181.31 0.01 491.6 12.1 1.00 12 total outflow 181.31 0.01 491.6 12.1 1.00 14 storage increase 0.00 0.00 1.2 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 0.0 0.0 Device: Pond-E Type: POND Variable: P10% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 181.31 0.01 11441.3 282.0 23.22 06 normal outlet 179.68 0.01 8829.3 217.6 18.08 07 spillway outlet 1.63 0.00 1016.7 25.1 229.21 08 sedimen + decay 0.00 0.00 1595.3 39.3 09 total inflow 181.31 0.01 11441.3 282.0 23.22 10 surface outflow 181.31 0.01 9846.0 242.7 19.98 12 total outflow 181.31 0.01 9846.0 242.7 19.98 13 total trapped 0.00 0.00 1595.3 39.3 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 13.9 13.9 Device: Pond-E Type: POND Variable: P30% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 181.31 0.01 11441.3 282.0 23.22 06 normal outlet 179.68 0.01 7289.9 179.7 14.93 07 spillway outlet 1.63 0.00 959.2 23.6 216.24 08 sedimen + decay 0.00 0.00 3192.2 78.7 09 total inflow 181.31 0.01 11441.3 282.0 23.22 10 surface outflow 181.31 0.01 8249.0 203.3 16.74 12 total outflow 181.31 0.01 8249.0 203.3 16.74 13 total trapped 0.00 0.00 3192.2 78.7 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 27.9 27.9 Device: Pond-E Type: POND Variable: P50% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 181.31 0.01 11441.3 282.0 23.22 06 normal outlet 179.68 0.01 4465.7 110.1 9.14 07 spillway outlet 1.63 0.00 760.0 18.7 171.34 08 sedimen + decay 0.00 0.00 6215.6 153.2 09 total inflow 181.31 0.01 11441.3 282.0 23.22 10 surface outflow 181.31 0.01 5225.6 128.8 10.60 12 total outflow 181.31 0.01 5225.6 128.8 10.60 13 total trapped 0.00 0.00 6215.6 153.2 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 54.3 54.3 Device: Pond-E Type: POND Variable: P80% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 181.31 0.01 22882.6 564.1 46.43 06 normal outlet 179.68 0.01 1678.9 41.4 3.44 07 spillway outlet 1.63 0.00 407.8 10.1 91.93 08 sedimen + decay 0.00 0.00 20795.9 512.6 09 total inflow 181.31 0.01 22882.6 564.1 46.43 10 surface outflow 181.31 0.01 2086.7 51.4 4.23 12 total outflow 181.31 0.01 2086.7 51.4 4.23 13 total trapped 0.00 0.00 20795.9 512.6 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 90.9 90.9 Device: Pond-E Type: POND Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 181.31 0.01 57206.4 1410.2 116.09 06 normal outlet 179.68 0.01 22263.7 548.8 45.59 07 spillway outlet 1.63 0.00 3143.6 77.5 708.72 08 sedimen + decay 0.00 0.00 31799.1 783.9 09 total inflow 181.31 0.01 57206.4 1410.2 116.09 10 surface outflow 181.31 0.01 25407.3 626.3 51.56 12 total outflow 181.31 0.01 25407.3 626.3 51.56 13 total trapped 0.00 0.00 31799.1 783.9 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 55.6 55.6 Device: Pond-E Type: POND Variable: TP Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 181.31 0.01 180.9 4.5 0.37 06 normal outlet 179.68 0.01 127.5 3.1 0.26 07 spillway outlet 1.63 0.00 11.0 0.3 2.47 08 sedimen + decay 0.00 0.00 42.4 1.0 09 total inflow 181.31 0.01 180.9 4.5 0.37 10 surface outflow 181.31 0.01 138.4 3.4 0.28 12 total outflow 181.31 0.01 138.4 3.4 0.28 13 total trapped 0.00 0.00 42.4 1.0 14 storage increase 0.00 0.00 0.1 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 23.4 23.4 Device: Infiltration Basin Type: INF_BASIN Variable: P0% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 263.61 0.01 716.5 17.7 1.00 03 infiltrate 180.72 0.01 491.2 12.1 1.00 04 exfiltrate 180.72 0.01 122.8 3.0 0.25 05 filtered 0.00 0.00 368.4 9.1 07 spillway outlet 82.89 0.00 225.3 5.6 1.00 09 total inflow 263.61 0.01 716.5 17.7 1.00 10 surface outflow 82.89 0.00 225.3 5.6 1.00 11 groundw outflow 180.72 0.01 122.8 3.0 0.25 12 total outflow 263.61 0.01 348.1 8.6 0.49 13 total trapped 0.00 0.00 368.4 9.1 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 51.4 51.4 Device: Infiltration Basin Type: INF_BASIN Variable: P10% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 263.61 0.01 16040.3 395.4 22.39 03 infiltrate 180.72 0.01 6271.1 154.6 12.77 04 exfiltrate 180.72 0.01 940.7 23.2 1.92 05 filtered 0.00 0.00 5330.5 131.4 07 spillway outlet 82.89 0.00 7377.5 181.9 32.75 08 sedimen + decay 0.00 0.00 2352.5 58.0 09 total inflow 263.61 0.01 16040.3 395.4 22.39 10 surface outflow 82.89 0.00 7377.5 181.9 32.75 11 groundw outflow 180.72 0.01 940.7 23.2 1.92 12 total outflow 263.61 0.01 8318.1 205.0 11.61 13 total trapped 0.00 0.00 7683.0 189.4 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 39.2 1.0 Reduction (%) 0.00 0.00 47.9 47.9 Device: Infiltration Basin Type: INF_BASIN Variable: P30% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 263.61 0.01 16040.3 395.4 22.39 03 infiltrate 180.72 0.01 1976.9 48.7 4.02 04 exfiltrate 180.72 0.01 296.5 7.3 0.60 05 filtered 0.00 0.00 1680.3 41.4 07 spillway outlet 82.89 0.00 6771.7 166.9 30.06 08 sedimen + decay 0.00 0.00 7289.3 179.7 09 total inflow 263.61 0.01 16040.3 395.4 22.39 10 surface outflow 82.89 0.00 6771.7 166.9 30.06 11 groundw outflow 180.72 0.01 296.5 7.3 0.60 12 total outflow 263.61 0.01 7068.2 174.2 9.87 13 total trapped 0.00 0.00 8969.6 221.1 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 2.5 0.1 Reduction (%) 0.00 0.00 55.9 55.9 Device: Infiltration Basin Type: INF_BASIN Variable: P50% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 263.61 0.01 16040.3 395.4 22.39 03 infiltrate 180.72 0.01 531.9 13.1 1.08 04 exfiltrate 180.72 0.01 79.8 2.0 0.16 05 filtered 0.00 0.00 452.1 11.1 07 spillway outlet 82.89 0.00 5743.8 141.6 25.50 08 sedimen + decay 0.00 0.00 9764.1 240.7 09 total inflow 263.61 0.01 16040.3 395.4 22.39 10 surface outflow 82.89 0.00 5743.8 141.6 25.50 11 groundw outflow 180.72 0.01 79.8 2.0 0.16 12 total outflow 263.61 0.01 5823.6 143.6 8.13 13 total trapped 0.00 0.00 10216.2 251.8 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.5 0.0 Reduction (%) 0.00 0.00 63.7 63.7 Device: Infiltration Basin Type: INF_BASIN Variable: P80% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 263.61 0.01 32080.6 790.8 44.77 03 infiltrate 180.72 0.01 143.1 3.5 0.29 04 exfiltrate 180.72 0.01 21.5 0.5 0.04 05 filtered 0.00 0.00 121.7 3.0 07 spillway outlet 82.89 0.00 5787.9 142.7 25.69 08 sedimen + decay 0.00 0.00 26149.5 644.6 09 total inflow 263.61 0.01 32080.6 790.8 44.77 10 surface outflow 82.89 0.00 5787.9 142.7 25.69 11 groundw outflow 180.72 0.01 21.5 0.5 0.04 12 total outflow 263.61 0.01 5809.4 143.2 8.11 13 total trapped 0.00 0.00 26271.2 647.6 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.1 0.0 Reduction (%) 0.00 0.00 81.9 81.9 Device: Infiltration Basin Type: INF_BASIN Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 263.61 0.01 80201.6 1977.0 111.94 03 infiltrate 180.72 0.01 8923.0 220.0 18.17 04 exfiltrate 180.72 0.01 1338.4 33.0 2.72 05 filtered 0.00 0.00 7584.5 187.0 07 spillway outlet 82.89 0.00 25680.9 633.1 113.99 08 sedimen + decay 0.00 0.00 45555.4 1123.0 09 total inflow 263.61 0.01 80201.6 1977.0 111.94 10 surface outflow 82.89 0.00 25680.9 633.1 113.99 11 groundw outflow 180.72 0.01 1338.4 33.0 2.72 12 total outflow 263.61 0.01 27019.3 666.0 37.71 13 total trapped 0.00 0.00 53140.0 1309.9 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 42.3 1.0 Reduction (%) 0.00 0.00 66.3 66.3 Device: Infiltration Basin Type: INF_BASIN Variable: TP Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 263.61 0.01 256.2 6.3 0.36 03 infiltrate 180.72 0.01 82.4 2.0 0.17 04 exfiltrate 180.72 0.01 17.2 0.4 0.04 05 filtered 0.00 0.00 65.2 1.6 07 spillway outlet 82.89 0.00 98.9 2.4 0.44 08 sedimen + decay 0.00 0.00 74.7 1.8 09 total inflow 263.61 0.01 256.2 6.3 0.36 10 surface outflow 82.89 0.00 98.9 2.4 0.44 11 groundw outflow 180.72 0.01 17.2 0.4 0.04 12 total outflow 263.61 0.01 116.1 2.9 0.16 13 total trapped 0.00 0.00 139.9 3.4 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.2 0.0 Reduction (%) 0.00 0.00 54.6 54.6 Device: Pond Type: POND Variable: P0% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 172.95 0.01 470.1 11.6 1.00 02 upstream device 409.16 0.01 1110.6 27.4 1.00 06 normal outlet 583.12 0.02 1577.4 38.9 1.00 09 total inflow 582.11 0.02 1580.7 39.0 1.00 10 surface outflow 583.12 0.02 1577.4 38.9 1.00 12 total outflow 583.12 0.02 1577.4 38.9 1.00 14 storage increase 0.00 0.00 3.3 0.1 15 mass balance check -1.01 0.00 0.0 0.0 Reduction (%) 0.00 0.00 0.0 0.0 Device: Pond Type: POND Variable: P10% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 172.95 0.01 10394.6 256.2 22.11 02 upstream device 409.16 0.01 25619.6 631.5 23.04 06 normal outlet 583.12 0.02 26067.9 642.6 16.45 08 sedimen + decay 0.00 0.00 9942.6 245.1 09 total inflow 582.11 0.02 36014.3 887.8 22.76 10 surface outflow 583.12 0.02 26067.9 642.6 16.45 12 total outflow 583.12 0.02 26067.9 642.6 16.45 13 total trapped 0.00 0.00 9942.6 245.1 14 storage increase 0.00 0.00 3.8 0.1 15 mass balance check -1.01 0.00 0.0 0.0 Reduction (%) 0.00 0.00 27.6 27.6 Device: Pond Type: POND Variable: P30% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 172.95 0.01 10394.6 256.2 22.11 02 upstream device 409.16 0.01 22132.9 545.6 19.90 06 normal outlet 583.12 0.02 21259.3 524.1 13.41 08 sedimen + decay 0.00 0.00 11268.2 277.8 09 total inflow 582.11 0.02 32527.5 801.8 20.56 10 surface outflow 583.12 0.02 21259.3 524.1 13.41 12 total outflow 583.12 0.02 21259.3 524.1 13.41 13 total trapped 0.00 0.00 11268.2 277.8 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check -1.01 0.00 0.0 0.0 Reduction (%) 0.00 0.00 34.6 34.6 Device: Pond Type: POND Variable: P50% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 172.95 0.01 10394.6 256.2 22.11 02 upstream device 409.16 0.01 16098.3 396.8 14.48 06 normal outlet 583.12 0.02 14638.6 360.9 9.24 08 sedimen + decay 0.00 0.00 11854.4 292.2 09 total inflow 582.11 0.02 26492.9 653.1 16.74 10 surface outflow 583.12 0.02 14638.6 360.9 9.24 12 total outflow 583.12 0.02 14638.6 360.9 9.24 13 total trapped 0.00 0.00 11854.4 292.2 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check -1.01 0.00 0.0 0.0 Reduction (%) 0.00 0.00 44.7 44.7 Device: Pond Type: POND Variable: P80% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 172.95 0.01 20789.2 512.5 44.23 02 upstream device 409.16 0.01 11377.1 280.5 10.23 06 normal outlet 583.12 0.02 6940.5 171.1 4.38 08 sedimen + decay 0.00 0.00 25225.9 621.8 09 total inflow 582.11 0.02 32166.4 792.9 20.33 10 surface outflow 583.12 0.02 6940.5 171.1 4.38 12 total outflow 583.12 0.02 6940.5 171.1 4.38 13 total trapped 0.00 0.00 25225.9 621.8 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check -1.01 0.00 0.0 0.0 Reduction (%) 0.00 0.00 78.4 78.4 Device: Pond Type: POND Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 172.95 0.01 51973.1 1281.2 110.56 02 upstream device 409.16 0.01 75227.9 1854.4 67.64 06 normal outlet 583.12 0.02 68906.2 1698.6 43.48 08 sedimen + decay 0.00 0.00 58291.0 1436.9 09 total inflow 582.11 0.02 127201.1 3135.6 80.40 10 surface outflow 583.12 0.02 68906.2 1698.6 43.48 12 total outflow 583.12 0.02 68906.2 1698.6 43.48 13 total trapped 0.00 0.00 58291.0 1436.9 14 storage increase 0.00 0.00 3.8 0.1 15 mass balance check -1.01 0.00 0.0 0.0 Reduction (%) 0.00 0.00 45.8 45.8 Device: Pond Type: POND Variable: TP Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 172.95 0.01 166.6 4.1 0.35 02 upstream device 409.16 0.01 355.8 8.8 0.32 06 normal outlet 583.12 0.02 394.7 9.7 0.25 08 sedimen + decay 0.00 0.00 127.3 3.1 09 total inflow 582.11 0.02 522.4 12.9 0.33 10 surface outflow 583.12 0.02 394.7 9.7 0.25 12 total outflow 583.12 0.02 394.7 9.7 0.25 13 total trapped 0.00 0.00 127.3 3.1 14 storage increase 0.00 0.00 0.3 0.0 15 mass balance check -1.01 0.00 0.0 0.0 Reduction (%) 0.00 0.00 24.4 24.4 Device: Biofiltration Zone Type: INF_BASIN Variable: P0% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 02 upstream device 583.12 0.02 1577.4 38.9 1.00 03 infiltrate 248.31 0.01 668.3 16.5 0.99 04 exfiltrate 248.31 0.01 167.1 4.1 0.25 05 filtered 0.00 0.00 501.2 12.4 07 spillway outlet 334.81 0.01 909.1 22.4 1.00 09 total inflow 583.12 0.02 1577.4 38.9 1.00 10 surface outflow 334.81 0.01 909.1 22.4 1.00 11 groundw outflow 248.31 0.01 167.1 4.1 0.25 12 total outflow 583.12 0.02 1076.2 26.5 0.68 13 total trapped 0.00 0.00 501.2 12.4 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 31.8 31.8 Device: Biofiltration Zone Type: INF_BASIN Variable: P10% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 02 upstream device 583.12 0.02 26067.9 642.6 16.45 03 infiltrate 248.31 0.01 2256.3 55.6 3.34 04 exfiltrate 248.31 0.01 338.4 8.3 0.50 05 filtered 0.00 0.00 1917.9 47.3 07 spillway outlet 334.81 0.01 23127.8 570.1 25.41 08 sedimen + decay 0.00 0.00 683.0 16.8 09 total inflow 583.12 0.02 26067.9 642.6 16.45 10 surface outflow 334.81 0.01 23127.8 570.1 25.41 11 groundw outflow 248.31 0.01 338.4 8.3 0.50 12 total outflow 583.12 0.02 23466.2 578.5 14.81 13 total trapped 0.00 0.00 2600.9 64.1 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.8 0.0 Reduction (%) 0.00 0.00 10.0 10.0 Device: Biofiltration Zone Type: INF_BASIN Variable: P30% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 02 upstream device 583.12 0.02 21259.3 524.1 13.41 03 infiltrate 248.31 0.01 469.7 11.6 0.70 04 exfiltrate 248.31 0.01 70.5 1.7 0.10 05 filtered 0.00 0.00 399.3 9.8 07 spillway outlet 334.81 0.01 19378.8 477.7 21.29 08 sedimen + decay 0.00 0.00 1410.8 34.8 09 total inflow 583.12 0.02 21259.3 524.1 13.41 10 surface outflow 334.81 0.01 19378.8 477.7 21.29 11 groundw outflow 248.31 0.01 70.5 1.7 0.10 12 total outflow 583.12 0.02 19449.2 479.4 12.27 13 total trapped 0.00 0.00 1810.1 44.6 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 8.5 8.5 Device: Biofiltration Zone Type: INF_BASIN Variable: P50% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 02 upstream device 583.12 0.02 14638.6 360.9 9.24 03 infiltrate 248.31 0.01 71.2 1.8 0.11 04 exfiltrate 248.31 0.01 10.7 0.3 0.02 05 filtered 0.00 0.00 60.5 1.5 07 spillway outlet 334.81 0.01 13498.7 332.8 14.83 08 sedimen + decay 0.00 0.00 1068.6 26.3 09 total inflow 583.12 0.02 14638.6 360.9 9.24 10 surface outflow 334.81 0.01 13498.7 332.8 14.83 11 groundw outflow 248.31 0.01 10.7 0.3 0.02 12 total outflow 583.12 0.02 13509.4 333.0 8.52 13 total trapped 0.00 0.00 1129.2 27.8 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 7.7 7.7 Device: Biofiltration Zone Type: INF_BASIN Variable: P80% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 02 upstream device 583.12 0.02 6940.5 171.1 4.38 03 infiltrate 248.31 0.01 7.7 0.2 0.01 04 exfiltrate 248.31 0.01 1.2 0.0 0.00 05 filtered 0.00 0.00 6.5 0.2 07 spillway outlet 334.81 0.01 5782.4 142.5 6.35 08 sedimen + decay 0.00 0.00 1150.4 28.4 09 total inflow 583.12 0.02 6940.5 171.1 4.38 10 surface outflow 334.81 0.01 5782.4 142.5 6.35 11 groundw outflow 248.31 0.01 1.2 0.0 0.00 12 total outflow 583.12 0.02 5783.5 142.6 3.65 13 total trapped 0.00 0.00 1157.0 28.5 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 16.7 16.7 Device: Biofiltration Zone Type: INF_BASIN Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 02 upstream device 583.12 0.02 68906.2 1698.6 43.48 03 infiltrate 248.31 0.01 2804.9 69.1 4.16 04 exfiltrate 248.31 0.01 420.7 10.4 0.62 05 filtered 0.00 0.00 2384.2 58.8 07 spillway outlet 334.81 0.01 61787.6 1523.1 67.90 08 sedimen + decay 0.00 0.00 4312.9 106.3 09 total inflow 583.12 0.02 68906.2 1698.6 43.48 10 surface outflow 334.81 0.01 61787.6 1523.1 67.90 11 groundw outflow 248.31 0.01 420.7 10.4 0.62 12 total outflow 583.12 0.02 62208.3 1533.5 39.25 13 total trapped 0.00 0.00 6697.1 165.1 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.8 0.0 Reduction (%) 0.00 0.00 9.7 9.7 Device: Biofiltration Zone Type: INF_BASIN Variable: TP Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 02 upstream device 583.12 0.02 394.7 9.7 0.25 03 infiltrate 248.31 0.01 76.9 1.9 0.11 04 exfiltrate 248.31 0.01 18.2 0.4 0.03 05 filtered 0.00 0.00 58.8 1.4 07 spillway outlet 334.81 0.01 305.6 7.5 0.34 08 sedimen + decay 0.00 0.00 12.2 0.3 09 total inflow 583.12 0.02 394.7 9.7 0.25 10 surface outflow 334.81 0.01 305.6 7.5 0.34 11 groundw outflow 248.31 0.01 18.2 0.4 0.03 12 total outflow 583.12 0.02 323.8 8.0 0.20 13 total trapped 0.00 0.00 71.0 1.7 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 18.0 18.0 P8 Urban Catchment Model, Version 3.5 Run Date 08/30/17 Case Sathre_FawnHill - Onsite.p8c FirstDate 01/02/49 Precip(in) 1107.2 Title Onsite Model LastDate 08/01/89 Rain(in) 951.83 PrecFile msp4989.pcp Events 2844 Snow(in) 155.39 PartFile nurp50.p8p TotalHrs 355608 TotalYrs 40.57 Mass Balances by Device and Variable Device: OVERALL Type: NONE Variable: P0% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 362.74 0.01 985.9 24.3 1.00 03 infiltrate 333.73 0.01 902.3 22.2 0.99 04 exfiltrate 333.73 0.01 225.6 5.6 0.25 05 filtered 0.00 0.00 676.7 16.7 07 spillway outlet 29.73 0.00 80.4 2.0 0.99 09 total inflow 362.74 0.01 985.9 24.3 1.00 10 surface outflow 29.73 0.00 80.4 2.0 0.99 11 groundw outflow 333.73 0.01 225.6 5.6 0.25 12 total outflow 363.46 0.01 305.9 7.5 0.31 13 total trapped 0.00 0.00 676.7 16.7 14 storage increase 0.00 0.00 3.3 0.1 15 mass balance check -0.72 0.00 0.0 0.0 Reduction (%) 0.00 0.00 68.6 68.6 Device: OVERALL Type: NONE Variable: P10% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 362.74 0.01 21801.6 537.4 22.11 03 infiltrate 333.73 0.01 7365.4 181.6 8.12 04 exfiltrate 333.73 0.01 1104.8 27.2 1.22 05 filtered 0.00 0.00 6260.6 154.3 07 spillway outlet 29.73 0.00 3287.9 81.0 40.69 08 sedimen + decay 0.00 0.00 11103.7 273.7 09 total inflow 362.74 0.01 21801.6 537.4 22.11 10 surface outflow 29.73 0.00 3287.9 81.0 40.69 11 groundw outflow 333.73 0.01 1104.8 27.2 1.22 12 total outflow 363.46 0.01 4392.7 108.3 4.45 13 total trapped 0.00 0.00 17364.3 428.0 14 storage increase 0.00 0.00 3.8 0.1 15 mass balance check -0.72 0.00 40.8 1.0 Reduction (%) 0.00 0.00 79.6 79.6 Device: OVERALL Type: NONE Variable: P30% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 362.74 0.01 21801.6 537.4 22.11 03 infiltrate 333.73 0.01 2109.7 52.0 2.33 04 exfiltrate 333.73 0.01 316.5 7.8 0.35 05 filtered 0.00 0.00 1793.2 44.2 07 spillway outlet 29.73 0.00 2914.9 71.9 36.07 08 sedimen + decay 0.00 0.00 16774.5 413.5 09 total inflow 362.74 0.01 21801.6 537.4 22.11 10 surface outflow 29.73 0.00 2914.9 71.9 36.07 11 groundw outflow 333.73 0.01 316.5 7.8 0.35 12 total outflow 363.46 0.01 3231.4 79.7 3.27 13 total trapped 0.00 0.00 18567.7 457.7 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check -0.72 0.00 2.5 0.1 Reduction (%) 0.00 0.00 85.2 85.2 Device: OVERALL Type: NONE Variable: P50% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 362.74 0.01 21801.6 537.4 22.11 03 infiltrate 333.73 0.01 519.2 12.8 0.57 04 exfiltrate 333.73 0.01 77.9 1.9 0.09 05 filtered 0.00 0.00 441.3 10.9 07 spillway outlet 29.73 0.00 2143.3 52.8 26.52 08 sedimen + decay 0.00 0.00 19138.6 471.8 09 total inflow 362.74 0.01 21801.6 537.4 22.11 10 surface outflow 29.73 0.00 2143.3 52.8 26.52 11 groundw outflow 333.73 0.01 77.9 1.9 0.09 12 total outflow 363.46 0.01 2221.2 54.8 2.25 13 total trapped 0.00 0.00 19579.9 482.7 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check -0.72 0.00 0.5 0.0 Reduction (%) 0.00 0.00 89.8 89.8 Device: OVERALL Type: NONE Variable: P80% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 362.74 0.01 43603.2 1074.9 44.23 03 infiltrate 333.73 0.01 117.9 2.9 0.13 04 exfiltrate 333.73 0.01 17.7 0.4 0.02 05 filtered 0.00 0.00 100.2 2.5 07 spillway outlet 29.73 0.00 802.2 19.8 9.93 08 sedimen + decay 0.00 0.00 42683.0 1052.2 09 total inflow 362.74 0.01 43603.2 1074.9 44.23 10 surface outflow 29.73 0.00 802.2 19.8 9.93 11 groundw outflow 333.73 0.01 17.7 0.4 0.02 12 total outflow 363.46 0.01 819.9 20.2 0.83 13 total trapped 0.00 0.00 42783.2 1054.6 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check -0.72 0.00 0.1 0.0 Reduction (%) 0.00 0.00 98.1 98.1 Device: OVERALL Type: NONE Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 362.74 0.01 109008.1 2687.1 110.56 03 infiltrate 333.73 0.01 10112.2 249.3 11.15 04 exfiltrate 333.73 0.01 1516.8 37.4 1.67 05 filtered 0.00 0.00 8595.4 211.9 07 spillway outlet 29.73 0.00 9148.3 225.5 113.22 08 sedimen + decay 0.00 0.00 89699.8 2211.2 09 total inflow 362.74 0.01 109008.1 2687.1 110.56 10 surface outflow 29.73 0.00 9148.3 225.5 113.22 11 groundw outflow 333.73 0.01 1516.8 37.4 1.67 12 total outflow 363.46 0.01 10665.1 262.9 10.80 13 total trapped 0.00 0.00 98295.2 2423.0 14 storage increase 0.00 0.00 3.8 0.1 15 mass balance check -0.72 0.00 43.9 1.1 Reduction (%) 0.00 0.00 90.2 90.2 Device: OVERALL Type: NONE Variable: TP Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 362.74 0.01 349.4 8.6 0.35 03 infiltrate 333.73 0.01 127.8 3.2 0.14 04 exfiltrate 333.73 0.01 28.1 0.7 0.03 05 filtered 0.00 0.00 99.7 2.5 07 spillway outlet 29.73 0.00 40.1 1.0 0.50 08 sedimen + decay 0.00 0.00 181.0 4.5 09 total inflow 362.74 0.01 349.4 8.6 0.35 10 surface outflow 29.73 0.00 40.1 1.0 0.50 11 groundw outflow 333.73 0.01 28.1 0.7 0.03 12 total outflow 363.46 0.01 68.2 1.7 0.07 13 total trapped 0.00 0.00 280.7 6.9 14 storage increase 0.00 0.00 0.3 0.0 15 mass balance check -0.72 0.00 0.2 0.0 Reduction (%) 0.00 0.00 80.3 80.3 Device: Infiltration Basin Type: INF_BASIN Variable: P0% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 189.79 0.01 515.9 12.7 1.00 03 infiltrate 159.63 0.01 433.9 10.7 1.00 04 exfiltrate 159.63 0.01 108.5 2.7 0.25 05 filtered 0.00 0.00 325.4 8.0 07 spillway outlet 30.16 0.00 82.0 2.0 1.00 09 total inflow 189.79 0.01 515.9 12.7 1.00 10 surface outflow 30.16 0.00 82.0 2.0 1.00 11 groundw outflow 159.63 0.01 108.5 2.7 0.25 12 total outflow 189.79 0.01 190.5 4.7 0.37 13 total trapped 0.00 0.00 325.4 8.0 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 63.1 63.1 Device: Infiltration Basin Type: INF_BASIN Variable: P10% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 189.79 0.01 11407.0 281.2 22.11 03 infiltrate 159.63 0.01 6171.7 152.1 14.22 04 exfiltrate 159.63 0.01 925.8 22.8 2.13 05 filtered 0.00 0.00 5246.0 129.3 07 spillway outlet 30.16 0.00 2863.0 70.6 34.92 08 sedimen + decay 0.00 0.00 2332.5 57.5 09 total inflow 189.79 0.01 11407.0 281.2 22.11 10 surface outflow 30.16 0.00 2863.0 70.6 34.92 11 groundw outflow 159.63 0.01 925.8 22.8 2.13 12 total outflow 189.79 0.01 3788.7 93.4 7.34 13 total trapped 0.00 0.00 7578.5 186.8 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 39.8 1.0 Reduction (%) 0.00 0.00 66.4 66.4 Device: Infiltration Basin Type: INF_BASIN Variable: P30% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 189.79 0.01 11407.0 281.2 22.11 03 infiltrate 159.63 0.01 1877.8 46.3 4.33 04 exfiltrate 159.63 0.01 281.7 6.9 0.65 05 filtered 0.00 0.00 1596.1 39.3 07 spillway outlet 30.16 0.00 2564.5 63.2 31.28 08 sedimen + decay 0.00 0.00 6962.1 171.6 09 total inflow 189.79 0.01 11407.0 281.2 22.11 10 surface outflow 30.16 0.00 2564.5 63.2 31.28 11 groundw outflow 159.63 0.01 281.7 6.9 0.65 12 total outflow 189.79 0.01 2846.2 70.2 5.52 13 total trapped 0.00 0.00 8558.3 211.0 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 2.5 0.1 Reduction (%) 0.00 0.00 75.0 75.0 Device: Infiltration Basin Type: INF_BASIN Variable: P50% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 189.79 0.01 11407.0 281.2 22.11 03 infiltrate 159.63 0.01 479.7 11.8 1.11 04 exfiltrate 159.63 0.01 72.0 1.8 0.17 05 filtered 0.00 0.00 407.7 10.1 07 spillway outlet 30.16 0.00 2070.3 51.0 25.25 08 sedimen + decay 0.00 0.00 8856.5 218.3 09 total inflow 189.79 0.01 11407.0 281.2 22.11 10 surface outflow 30.16 0.00 2070.3 51.0 25.25 11 groundw outflow 159.63 0.01 72.0 1.8 0.17 12 total outflow 189.79 0.01 2142.2 52.8 4.15 13 total trapped 0.00 0.00 9264.2 228.4 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.5 0.0 Reduction (%) 0.00 0.00 81.2 81.2 Device: Infiltration Basin Type: INF_BASIN Variable: P80% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 189.79 0.01 22814.0 562.4 44.23 03 infiltrate 159.63 0.01 114.2 2.8 0.26 04 exfiltrate 159.63 0.01 17.1 0.4 0.04 05 filtered 0.00 0.00 97.1 2.4 07 spillway outlet 30.16 0.00 1694.7 41.8 20.67 08 sedimen + decay 0.00 0.00 21004.9 517.8 09 total inflow 189.79 0.01 22814.0 562.4 44.23 10 surface outflow 30.16 0.00 1694.7 41.8 20.67 11 groundw outflow 159.63 0.01 17.1 0.4 0.04 12 total outflow 189.79 0.01 1711.9 42.2 3.32 13 total trapped 0.00 0.00 21102.0 520.2 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.1 0.0 Reduction (%) 0.00 0.00 92.5 92.5 Device: Infiltration Basin Type: INF_BASIN Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 189.79 0.01 57034.9 1406.0 110.56 03 infiltrate 159.63 0.01 8643.4 213.1 19.92 04 exfiltrate 159.63 0.01 1296.5 32.0 2.99 05 filtered 0.00 0.00 7346.9 181.1 07 spillway outlet 30.16 0.00 9192.5 226.6 112.13 08 sedimen + decay 0.00 0.00 39156.1 965.2 09 total inflow 189.79 0.01 57034.9 1406.0 110.56 10 surface outflow 30.16 0.00 9192.5 226.6 112.13 11 groundw outflow 159.63 0.01 1296.5 32.0 2.99 12 total outflow 189.79 0.01 10489.0 258.6 20.33 13 total trapped 0.00 0.00 46502.9 1146.3 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 43.0 1.1 Reduction (%) 0.00 0.00 81.5 81.5 Device: Infiltration Basin Type: INF_BASIN Variable: TP Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 189.79 0.01 182.8 4.5 0.35 03 infiltrate 159.63 0.01 75.8 1.9 0.17 04 exfiltrate 159.63 0.01 15.7 0.4 0.04 05 filtered 0.00 0.00 60.1 1.5 07 spillway outlet 30.16 0.00 37.0 0.9 0.45 08 sedimen + decay 0.00 0.00 69.9 1.7 09 total inflow 189.79 0.01 182.8 4.5 0.35 10 surface outflow 30.16 0.00 37.0 0.9 0.45 11 groundw outflow 159.63 0.01 15.7 0.4 0.04 12 total outflow 189.79 0.01 52.6 1.3 0.10 13 total trapped 0.00 0.00 130.0 3.2 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.2 0.0 Reduction (%) 0.00 0.00 71.1 71.1 Device: Pond Type: POND Variable: P0% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 172.95 0.01 470.1 11.6 1.00 02 upstream device 30.16 0.00 82.0 2.0 1.00 06 normal outlet 203.83 0.01 548.8 13.5 0.99 09 total inflow 203.11 0.01 552.1 13.6 1.00 10 surface outflow 203.83 0.01 548.8 13.5 0.99 12 total outflow 203.83 0.01 548.8 13.5 0.99 14 storage increase 0.00 0.00 3.3 0.1 15 mass balance check -0.72 0.00 0.0 0.0 Reduction (%) 0.00 0.00 0.0 0.0 Device: Pond Type: POND Variable: P10% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 172.95 0.01 10394.6 256.2 22.11 02 upstream device 30.16 0.00 2863.0 70.6 34.92 06 normal outlet 203.83 0.01 4848.8 119.5 8.75 08 sedimen + decay 0.00 0.00 8405.0 207.2 09 total inflow 203.11 0.01 13257.6 326.8 24.01 10 surface outflow 203.83 0.01 4848.8 119.5 8.75 12 total outflow 203.83 0.01 4848.8 119.5 8.75 13 total trapped 0.00 0.00 8405.0 207.2 14 storage increase 0.00 0.00 3.8 0.1 15 mass balance check -0.72 0.00 0.0 0.0 Reduction (%) 0.00 0.00 63.4 63.4 Device: Pond Type: POND Variable: P30% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 172.95 0.01 10394.6 256.2 22.11 02 upstream device 30.16 0.00 2564.5 63.2 31.28 06 normal outlet 203.83 0.01 3845.0 94.8 6.94 08 sedimen + decay 0.00 0.00 9114.2 224.7 09 total inflow 203.11 0.01 12959.2 319.5 23.47 10 surface outflow 203.83 0.01 3845.0 94.8 6.94 12 total outflow 203.83 0.01 3845.0 94.8 6.94 13 total trapped 0.00 0.00 9114.2 224.7 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check -0.72 0.00 0.0 0.0 Reduction (%) 0.00 0.00 70.3 70.3 Device: Pond Type: POND Variable: P50% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 172.95 0.01 10394.6 256.2 22.11 02 upstream device 30.16 0.00 2070.3 51.0 25.25 06 normal outlet 203.83 0.01 2776.7 68.4 5.01 08 sedimen + decay 0.00 0.00 9688.2 238.8 09 total inflow 203.11 0.01 12464.9 307.3 22.58 10 surface outflow 203.83 0.01 2776.7 68.4 5.01 12 total outflow 203.83 0.01 2776.7 68.4 5.01 13 total trapped 0.00 0.00 9688.2 238.8 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check -0.72 0.00 0.0 0.0 Reduction (%) 0.00 0.00 77.7 77.7 Device: Pond Type: POND Variable: P80% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 172.95 0.01 20789.2 512.5 44.23 02 upstream device 30.16 0.00 1694.7 41.8 20.67 06 normal outlet 203.83 0.01 1362.9 33.6 2.46 08 sedimen + decay 0.00 0.00 21121.0 520.6 09 total inflow 203.11 0.01 22484.0 554.2 40.73 10 surface outflow 203.83 0.01 1362.9 33.6 2.46 12 total outflow 203.83 0.01 1362.9 33.6 2.46 13 total trapped 0.00 0.00 21121.0 520.6 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check -0.72 0.00 0.0 0.0 Reduction (%) 0.00 0.00 93.9 93.9 Device: Pond Type: POND Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 172.95 0.01 51973.1 1281.2 110.56 02 upstream device 30.16 0.00 9192.5 226.6 112.13 06 normal outlet 203.83 0.01 12833.3 316.4 23.16 08 sedimen + decay 0.00 0.00 48328.5 1191.3 09 total inflow 203.11 0.01 61165.6 1507.8 110.80 10 surface outflow 203.83 0.01 12833.3 316.4 23.16 12 total outflow 203.83 0.01 12833.3 316.4 23.16 13 total trapped 0.00 0.00 48328.5 1191.3 14 storage increase 0.00 0.00 3.8 0.1 15 mass balance check -0.72 0.00 0.0 0.0 Reduction (%) 0.00 0.00 79.0 79.0 Device: Pond Type: POND Variable: TP Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 172.95 0.01 166.6 4.1 0.35 02 upstream device 30.16 0.00 37.0 0.9 0.45 06 normal outlet 203.83 0.01 98.5 2.4 0.18 08 sedimen + decay 0.00 0.00 104.7 2.6 09 total inflow 203.11 0.01 203.6 5.0 0.37 10 surface outflow 203.83 0.01 98.5 2.4 0.18 12 total outflow 203.83 0.01 98.5 2.4 0.18 13 total trapped 0.00 0.00 104.7 2.6 14 storage increase 0.00 0.00 0.3 0.0 15 mass balance check -0.72 0.00 0.0 0.0 Reduction (%) 0.00 0.00 51.5 51.5 Device: Biofiltration Zone Type: INF_BASIN Variable: P0% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 02 upstream device 203.83 0.01 548.8 13.5 0.99 03 infiltrate 174.10 0.01 468.4 11.5 0.99 04 exfiltrate 174.10 0.01 117.1 2.9 0.25 05 filtered 0.00 0.00 351.3 8.7 07 spillway outlet 29.73 0.00 80.4 2.0 0.99 09 total inflow 203.83 0.01 548.8 13.5 0.99 10 surface outflow 29.73 0.00 80.4 2.0 0.99 11 groundw outflow 174.10 0.01 117.1 2.9 0.25 12 total outflow 203.83 0.01 197.5 4.9 0.36 13 total trapped 0.00 0.00 351.3 8.7 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 64.0 64.0 Device: Biofiltration Zone Type: INF_BASIN Variable: P10% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 02 upstream device 203.83 0.01 4848.8 119.5 8.75 03 infiltrate 174.10 0.01 1193.6 29.4 2.52 04 exfiltrate 174.10 0.01 179.0 4.4 0.38 05 filtered 0.00 0.00 1014.6 25.0 07 spillway outlet 29.73 0.00 3287.9 81.0 40.69 08 sedimen + decay 0.00 0.00 366.2 9.0 09 total inflow 203.83 0.01 4848.8 119.5 8.75 10 surface outflow 29.73 0.00 3287.9 81.0 40.69 11 groundw outflow 174.10 0.01 179.0 4.4 0.38 12 total outflow 203.83 0.01 3467.0 85.5 6.26 13 total trapped 0.00 0.00 1380.8 34.0 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 1.0 0.0 Reduction (%) 0.00 0.00 28.5 28.5 Device: Biofiltration Zone Type: INF_BASIN Variable: P30% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 02 upstream device 203.83 0.01 3845.0 94.8 6.94 03 infiltrate 174.10 0.01 231.9 5.7 0.49 04 exfiltrate 174.10 0.01 34.8 0.9 0.07 05 filtered 0.00 0.00 197.1 4.9 07 spillway outlet 29.73 0.00 2914.9 71.9 36.07 08 sedimen + decay 0.00 0.00 698.1 17.2 09 total inflow 203.83 0.01 3845.0 94.8 6.94 10 surface outflow 29.73 0.00 2914.9 71.9 36.07 11 groundw outflow 174.10 0.01 34.8 0.9 0.07 12 total outflow 203.83 0.01 2949.7 72.7 5.32 13 total trapped 0.00 0.00 895.2 22.1 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 23.3 23.3 Device: Biofiltration Zone Type: INF_BASIN Variable: P50% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 02 upstream device 203.83 0.01 2776.7 68.4 5.01 03 infiltrate 174.10 0.01 39.6 1.0 0.08 04 exfiltrate 174.10 0.01 5.9 0.1 0.01 05 filtered 0.00 0.00 33.6 0.8 07 spillway outlet 29.73 0.00 2143.3 52.8 26.52 08 sedimen + decay 0.00 0.00 593.9 14.6 09 total inflow 203.83 0.01 2776.7 68.4 5.01 10 surface outflow 29.73 0.00 2143.3 52.8 26.52 11 groundw outflow 174.10 0.01 5.9 0.1 0.01 12 total outflow 203.83 0.01 2149.2 53.0 3.88 13 total trapped 0.00 0.00 627.5 15.5 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 22.6 22.6 Device: Biofiltration Zone Type: INF_BASIN Variable: P80% Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 02 upstream device 203.83 0.01 1362.9 33.6 2.46 03 infiltrate 174.10 0.01 3.7 0.1 0.01 04 exfiltrate 174.10 0.01 0.6 0.0 0.00 05 filtered 0.00 0.00 3.2 0.1 07 spillway outlet 29.73 0.00 802.2 19.8 9.93 08 sedimen + decay 0.00 0.00 557.1 13.7 09 total inflow 203.83 0.01 1362.9 33.6 2.46 10 surface outflow 29.73 0.00 802.2 19.8 9.93 11 groundw outflow 174.10 0.01 0.6 0.0 0.00 12 total outflow 203.83 0.01 802.7 19.8 1.45 13 total trapped 0.00 0.00 560.2 13.8 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 41.1 41.1 Device: Biofiltration Zone Type: INF_BASIN Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 02 upstream device 203.83 0.01 12833.3 316.4 23.16 03 infiltrate 174.10 0.01 1468.8 36.2 3.10 04 exfiltrate 174.10 0.01 220.3 5.4 0.47 05 filtered 0.00 0.00 1248.5 30.8 07 spillway outlet 29.73 0.00 9148.3 225.5 113.22 08 sedimen + decay 0.00 0.00 2215.2 54.6 09 total inflow 203.83 0.01 12833.3 316.4 23.16 10 surface outflow 29.73 0.00 9148.3 225.5 113.22 11 groundw outflow 174.10 0.01 220.3 5.4 0.47 12 total outflow 203.83 0.01 9368.6 230.9 16.91 13 total trapped 0.00 0.00 3463.7 85.4 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 1.0 0.0 Reduction (%) 0.00 0.00 27.0 27.0 Device: Biofiltration Zone Type: INF_BASIN Variable: TP Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 02 upstream device 203.83 0.01 98.5 2.4 0.18 03 infiltrate 174.10 0.01 52.0 1.3 0.11 04 exfiltrate 174.10 0.01 12.4 0.3 0.03 05 filtered 0.00 0.00 39.6 1.0 07 spillway outlet 29.73 0.00 40.1 1.0 0.50 08 sedimen + decay 0.00 0.00 6.4 0.2 09 total inflow 203.83 0.01 98.5 2.4 0.18 10 surface outflow 29.73 0.00 40.1 1.0 0.50 11 groundw outflow 174.10 0.01 12.4 0.3 0.03 12 total outflow 203.83 0.01 52.5 1.3 0.09 13 total trapped 0.00 0.00 46.0 1.1 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 46.7 46.7 Fawn Hill Development Stormwater Management Plan Report Page 17 W:\S\Sathre\12623-2017-013\Project Data\030 Preliminary Engineering\Report\AUG 30 2017 Submitttal\SathreFawnHill_SWMP2017-08-30.docx THINK BIG. GO BEYOND. www.ae2s.com Appendix D Stormwater Pond Outlet Control Structures Fawn Hill Development Stormwater Management Plan Report Page 18 W:\S\Sathre\12623-2017-013\Project Data\030 Preliminary Engineering\Report\AUG 30 2017 Submitttal\SathreFawnHill_SWMP2017-08-30.docx THINK BIG. GO BEYOND. www.ae2s.com Appendix E InfoSWMM Detailed Input/Output hydqua.rpt.txt --------------------------------------------------------------------- US-EPA Storm Water Management Model - Version 5.1 (Build 5.1.010) --------------------------------------------------------------------- ***************** Element Count ***************** Number of rain gages ...... 1 Number of subcatchments ... 13 Number of nodes ........... 31 Number of links ........... 42 Number of pollutants ...... 0 Number of land uses ....... 0 ******************** Raingage Summary ******************** Data Recording Name Data Source Type Interval ------------------------------------------------------------------------ RAINGAGE-1 ATLAS14_100YR CUMULATIVE 6 min. ************************ Subcatchment Summary ************************ Name Area Width %Imperv %Slope Rain Gage Outlet ----------------------------------------------------------------------------------------------------------- SUB-CB-14 0.77 500.00 25.00 0.5000 RAINGAGE-1 BACKYARD SUB-CB-2 0.15 500.00 25.00 0.5000 RAINGAGE-1 INFILTRATION SUB-CB-3 0.40 500.00 25.00 0.5000 RAINGAGE-1 JCT-40 SUB-CB-5 0.68 500.00 25.00 0.5000 RAINGAGE-1 STOR-CB-5 SUB-CB-6 0.44 500.00 25.00 0.5000 RAINGAGE-1 CB_6 SUB-CB-8A 0.49 500.00 25.00 0.5000 RAINGAGE-1 ROW SUB-CB-9 0.46 500.00 25.00 0.5000 RAINGAGE-1 JCT-48 SUB-EAST 16.20 500.00 25.00 0.5000 RAINGAGE-1 EAST SUB-INFILTRATION 2.85 500.00 25.00 0.5000 RAINGAGE-1 INFILTRATION SUB-NORTH-1 6.53 500.00 25.00 0.5000 RAINGAGE-1 NORTH SUB-NORTH-2 2.25 500.00 25.00 0.5000 RAINGAGE-1 NORTH2 SUB-OFF-CB-14 4.08 500.00 25.00 0.5000 RAINGAGE-1 BACKYARD SUB-POND 4.64 500.00 25.00 0.5000 RAINGAGE-1 POND **************** Node Summary **************** Invert Max. Ponded External Name Type Elev. Depth Area Inflow ------------------------------------------------------------------------------- CB-5 JUNCTION 964.37 11.66 0.0 CB_3 JUNCTION 962.20 14.78 0.0 CB_4 JUNCTION 962.80 7.37 0.0 CB_6 JUNCTION 965.44 14.01 0.0Page 1 hydqua.rpt.txt CB_8A JUNCTION 972.60 9.41 0.0 CB_9 JUNCTION 962.20 10.08 0.0 JCT-38 JUNCTION 983.38 5.00 0.0 JCT-40 JUNCTION 978.48 5.00 0.0 JCT-42 JUNCTION 972.07 5.00 0.0 JCT-44 JUNCTION 968.30 5.50 0.0 JCT-46 JUNCTION 982.97 5.00 0.0 JCT-48 JUNCTION 978.28 5.00 0.0 JCT-50 JUNCTION 972.12 5.00 0.0 JCT-52 JUNCTION 968.41 5.50 0.0 JCT-54 JUNCTION 954.30 5.70 0.0 JCT-56 JUNCTION 979.66 10.00 0.0 JCT-58 JUNCTION 975.02 10.00 0.0 MH_10 JUNCTION 974.50 5.41 0.0 MH_11 JUNCTION 980.50 4.55 0.0 MH_7 JUNCTION 967.30 9.21 0.0 MH_8 JUNCTION 974.00 6.06 0.0 OFALL-10 OUTFALL 953.87 2.00 0.0 OFALL-12 OUTFALL 953.87 10.00 0.0 BACKYARD STORAGE 971.51 10.00 0.0 EAST STORAGE 978.30 10.00 0.0 INFILTRATION STORAGE 961.30 5.00 0.0 NORTH STORAGE 984.00 10.00 0.0 NORTH2 STORAGE 991.10 10.00 0.0 POND STORAGE 948.00 20.00 0.0 ROW STORAGE 977.01 10.00 0.0 STOR-CB-5 STORAGE 971.02 10.00 0.0 **************** Link Summary **************** Name From Node To Node Type Length %Slope Roughness Culvert Type ------------------------------------------------------------------------------------------------------------ CB4_TO_CB3 CB_4 CB_3 CONDUIT 75.0 0.8000 0.0130 CB5_TO_MH4 CB-5 CB_4 CONDUIT 112.0 1.4019 0.0130 CB6_TO_CB5 CB_6 CB-5 CONDUIT 169.4 0.6315 0.0130 CDT-11 EAST MH_8 CONDUIT 69.1 3.2719 0.0130 CDT-13 MH_8 CB_8A CONDUIT 20.7 6.7920 0.0130 CDT-15 CB_8A MH_7 CONDUIT 61.5 8.6543 0.0130 CDT-27 CB_3 INFILTRATION CONDUIT 160.0 0.5625 0.0130 CDT-31 NORTH MH_11 CONDUIT 63.4 3.7882 0.0130 CDT-33 MH_11 MH_10 CONDUIT 77.4 7.7733 0.0130 CDT-35 MH_10 CB_3 CONDUIT 161.1 4.3482 0.0130 CDT-41 CB_9 CB_3 CONDUIT 29.3 1.0257 0.0130 CDT-43 NORTH2 NORTH CONDUIT 300.0 1.6669 0.0110 CDT-45 JCT-38 JCT-40 CONDUIT 59.0 8.3302 0.0140 CDT-47 JCT-40 JCT-42 CONDUIT 148.6 4.3202 0.0140 CDT-49 JCT-42 JCT-44 CONDUIT 163.7 2.3022 0.0140 CDT-51 JCT-46 JCT-48 CONDUIT 60.5 7.7831 0.0140 CDT-53 JCT-48 JCT-50 CONDUIT 131.3 4.6931 0.0140 CDT-55 JCT-50 JCT-52 CONDUIT 152.6 2.4386 0.0140 CDT-57 JCT-54 OFALL-10 CONDUIT 43.0 1.0001 0.0130 1 CDT-59 JCT-56 JCT-58 CONDUIT 92.1 5.0435 0.0140 CDT-61 JCT-58 JCT-52 CONDUIT 226.2 2.9247 0.0140Page 2 hydqua.rpt.txt CDT-69 INFILTRATION POND CONDUIT 30.0 2.6676 0.0330 CDT-71 POND OFALL-12 CONDUIT 30.0 10.4906 0.0330 MH7_TO_CB6 MH_7 CB_6 CONDUIT 188.3 0.9880 0.0130 WEIR-11 NORTH2 NORTH WEIR WEIR-13 STOR-CB-5 POND WEIR WEIR-15 JCT-44 POND WEIR WEIR-17 JCT-52 POND WEIR WEIR-21 CB_6 POND WEIR WEIR-23 POND JCT-54 WEIR WEIR-25 POND JCT-54 WEIR WEIR-31 CB-5 STOR-CB-5 WEIR WEIR-37 CB_8A ROW WEIR WEIR-41 MH_7 BACKYARD WEIR WEIR-45 CB_3 INFILTRATION WEIR WEIR-47 BACKYARD POND WEIR CB-14-OUTLET BACKYARD MH_7 OUTLET CB-8A-OUTLET ROW CB_8A OUTLET OLET-11 STOR-CB-5 CB-5 OUTLET INLET_CB_9 JCT-50 CB_9 Inlet INLET_CB_3 JCT-42 CB_3 Inlet INLET_CB_6 JCT-58 CB_6 Inlet ************************* Cross Section Summary ************************* Full Full Hyd. Max. No. of Full Conduit Shape Depth Area Rad. Width Barrels Flow --------------------------------------------------------------------------------------- CB4_TO_CB3 CIRCULAR 3.00 7.07 0.75 3.00 1 59.66 CB5_TO_MH4 CIRCULAR 2.50 4.91 0.63 2.50 1 48.57 CB6_TO_CB5 CIRCULAR 2.50 4.91 0.63 2.50 1 32.60 CDT-11 CIRCULAR 1.50 1.77 0.38 1.50 1 19.00 CDT-13 CIRCULAR 1.75 2.41 0.44 1.75 1 41.29 CDT-15 CIRCULAR 2.00 3.14 0.50 2.00 1 66.55 CDT-27 CIRCULAR 3.00 7.07 0.75 3.00 1 50.02 CDT-31 CIRCULAR 1.00 0.79 0.25 1.00 1 6.93 CDT-33 CIRCULAR 1.25 1.23 0.31 1.25 1 18.01 CDT-35 CIRCULAR 1.25 1.23 0.31 1.25 1 13.47 CDT-41 CIRCULAR 1.25 1.23 0.31 1.25 1 6.54 CDT-43 CIRCULAR 0.50 0.20 0.13 0.50 1 0.86 CDT-45 ROW_WEST 0.34 3.65 0.21 17.43 1 39.29 CDT-47 ROW_WEST 0.34 3.65 0.21 17.43 1 28.29 CDT-49 ROW_WEST 0.34 3.65 0.21 17.43 1 20.65 CDT-51 ROW_EAST 0.32 2.66 0.16 16.61 1 23.13 CDT-53 ROW_EAST 0.32 2.66 0.16 16.61 1 17.96 CDT-55 ROW_EAST 0.32 2.66 0.16 16.61 1 12.95 CDT-57 CIRCULAR 2.00 3.14 0.50 2.00 1 22.62 CDT-59 ROW_EAST 0.32 2.66 0.16 16.61 1 18.62 CDT-61 ROW_EAST 0.32 2.66 0.16 16.61 1 14.18 CDT-69 TRAPEZOIDAL 10.00 500.00 5.41 90.00 1 11329.41 CDT-71 TRAPEZOIDAL 10.00 500.00 5.41 90.00 1 22467.02 MH7_TO_CB6 CIRCULAR 2.50 4.91 0.63 2.50 1 40.77 Page 3 hydqua.rpt.txt ******************** Transect Summary ******************** Transect ROW_EAST Area: 0.0034 0.0073 0.0116 0.0160 0.0204 0.0249 0.0294 0.0339 0.0385 0.0431 0.0478 0.0525 0.0572 0.0620 0.0668 0.0716 0.0765 0.0815 0.0864 0.0915 0.0965 0.1016 0.1067 0.1119 0.1171 0.1224 0.1277 0.1339 0.1406 0.1474 0.1543 0.1615 0.1688 0.1763 0.1840 0.1918 0.1999 0.2090 0.2182 0.2275 0.2369 0.2462 0.2556 0.2651 0.2746 0.2841 0.2937 0.3033 0.3130 0.3227 0.3324 0.3422 0.3520 0.3619 0.3718 0.3817 0.3917 0.4017 0.4118 0.4219 0.4320 0.4422 0.4524 0.4627 0.4762 0.4898 0.5034 0.5170 0.5306 0.5443 0.5581 0.5718 0.5857 0.5995 0.6134 0.6274 0.6414 0.6554 0.6694 0.6836 0.6977 0.7119 0.7261 0.7404 0.7547 0.7690 0.7834 0.7979 0.8123 0.8268 0.8418 0.8586 0.8756 0.8927 0.9100 0.9274 0.9450 0.9628 0.9807 1.0000 Hrad: 0.0191 0.0361 0.0543 0.0741 0.0936 0.1130 0.1323 0.1514 0.1703 0.1890 0.2076 0.2260 0.2444 0.2625 0.2805 0.2984 0.3162 0.3338 0.3513 0.3687 0.3860 0.4031 0.4201 0.4371 0.4539 0.4706 0.4872 0.4989 0.5100 0.5210 0.5320 0.5429 0.5537 0.5645 0.5751 0.5857 0.5962 0.4588 0.4770 0.4951 0.5132 0.5312 0.5491 0.5670 0.5848 0.6025 0.6202 0.6378 0.6553 0.6728 0.6902 0.7076 0.7248 0.7421 0.7592 0.7763 0.7934 0.8104 0.8273 0.8442 0.8610 0.8778 0.8945 0.6960 0.7141 0.7321 0.7502 0.7681 0.7860 0.8039 0.8217 0.8395 0.8572 0.8749 0.8925 0.9101 0.9276 0.9451 0.9626 0.9800 0.9973 1.0146 1.0319 1.0492 1.0663 1.0835 1.1006 1.1177 1.1347 1.1517 1.1677 1.1805 1.1933 1.2061 1.2189 1.2317 1.2445 1.2573 1.2700 1.0000 Width: 0.1809 0.2038 0.2151 0.2170 0.2190 0.2210 0.2229 0.2249 0.2269 0.2288 0.2308 0.2327 0.2347 0.2367 0.2386 0.2406 0.2425 0.2445 0.2465 0.2484 0.2504 0.2524 0.2543 0.2563 0.2582 0.2602 0.2622 0.3224 0.3311 0.3397 Page 4 hydqua.rpt.txt 0.3484 0.3571 0.3658 0.3745 0.3832 0.3919 0.4006 0.4558 0.4578 0.4598 0.4618 0.4637 0.4657 0.4677 0.4697 0.4716 0.4736 0.4756 0.4776 0.4795 0.4815 0.4835 0.4854 0.4874 0.4894 0.4914 0.4933 0.4953 0.4973 0.4993 0.5012 0.5032 0.5052 0.6650 0.6670 0.6690 0.6711 0.6731 0.6751 0.6771 0.6791 0.6811 0.6831 0.6851 0.6871 0.6891 0.6911 0.6931 0.6951 0.6971 0.6991 0.7011 0.7031 0.7051 0.7071 0.7091 0.7111 0.7131 0.7151 0.7171 0.8256 0.8333 0.8410 0.8487 0.8565 0.8642 0.8719 0.8796 0.8873 1.0000 Transect ROW_WEST Area: 0.0027 0.0057 0.0090 0.0126 0.0172 0.0219 0.0266 0.0314 0.0364 0.0413 0.0464 0.0516 0.0568 0.0625 0.0695 0.0766 0.0838 0.0909 0.0981 0.1053 0.1126 0.1199 0.1272 0.1346 0.1420 0.1494 0.1568 0.1643 0.1718 0.1794 0.1870 0.1946 0.2022 0.2099 0.2176 0.2253 0.2331 0.2409 0.2487 0.2566 0.2645 0.2725 0.2804 0.2884 0.2964 0.3045 0.3126 0.3207 0.3289 0.3371 0.3453 0.3536 0.3619 0.3702 0.3785 0.3869 0.3953 0.4038 0.4123 0.4208 0.4293 0.4379 0.4487 0.4600 0.4714 0.4829 0.4945 0.5062 0.5180 0.5299 0.5419 0.5541 0.5675 0.5820 0.5978 0.6136 0.6294 0.6453 0.6611 0.6770 0.6929 0.7089 0.7249 0.7409 0.7569 0.7729 0.7890 0.8051 0.8212 0.8373 0.8535 0.8697 0.8859 0.9021 0.9184 0.9346 0.9509 0.9673 0.9836 1.0000 Hrad: 0.0156 0.0300 0.0433 0.0558 0.0608 0.0761 0.0912 0.1060 0.1207 0.1351 0.1494 0.1634 0.1773 0.1456 0.1613 0.1769 0.1925 0.2080 0.2234 0.2388 0.2541 0.2693 0.2845 0.2996 0.3146 0.3296 0.3445 0.3594 0.3742 0.3890 0.4036 0.4183 0.4328 0.4474 0.4618 0.4762 0.4906 0.5049 0.5191 0.5333 0.5475 0.5616 0.5756 0.5896 0.6036 0.6175 0.6313 0.6451 0.6589 0.6726 0.6863 0.6999 0.7135 0.7271 0.7406 0.7540 0.7674 0.7808 0.7941 0.8074 0.8207 0.8339 0.6527 0.6638 0.6744 0.6849 0.6954 0.7059 0.7163 0.7266 0.7370 0.7471 0.7552 0.6052 0.6206 0.6360 0.6515 0.6668 0.6822 0.6976 0.7129 0.7282 0.7435 0.7587 0.7740 Page 5 hydqua.rpt.txt 0.7892 0.8044 0.8195 0.8347 0.8498 0.8649 0.8800 0.8951 0.9101 0.9252 0.9402 0.9552 0.9701 0.9851 1.0000 Width: 0.1749 0.1919 0.2088 0.2258 0.2832 0.2879 0.2926 0.2973 0.3020 0.3067 0.3114 0.3161 0.3208 0.4301 0.4320 0.4340 0.4360 0.4379 0.4399 0.4419 0.4438 0.4458 0.4478 0.4497 0.4517 0.4537 0.4556 0.4576 0.4596 0.4615 0.4635 0.4654 0.4674 0.4694 0.4713 0.4733 0.4753 0.4772 0.4792 0.4812 0.4831 0.4851 0.4871 0.4890 0.4910 0.4929 0.4949 0.4969 0.4988 0.5008 0.5028 0.5047 0.5067 0.5087 0.5106 0.5126 0.5146 0.5165 0.5185 0.5205 0.5224 0.5244 0.6872 0.6927 0.6987 0.7047 0.7108 0.7168 0.7229 0.7289 0.7350 0.7969 0.8331 0.9620 0.9634 0.9649 0.9664 0.9678 0.9693 0.9707 0.9722 0.9737 0.9751 0.9766 0.9781 0.9795 0.9810 0.9824 0.9839 0.9854 0.9868 0.9883 0.9898 0.9912 0.9927 0.9941 0.9956 0.9971 0.9985 1.0000 ************************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ************************************************************* ******************** Analysis Options ******************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ YES Water Quality .......... NO Infiltration Method ...... CURVE_NUMBER Flow Routing Method ...... DYNWAVE Starting Date ............ JAN-01-2002 00:00:00 Ending Date .............. JAN-04-2002 06:00:00 Antecedent Dry Days ...... 5.0 Report Time Step ......... 00:05:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 10.00 sec Variable Time Step ....... YES Maximum Trials ........... 8Page 6 hydqua.rpt.txt Head Tolerance ........... 0.000100 ft ************************ Unit Hydrograph Data ************************ Subcatchment Time of Concentration (min) Curve Number --------------------------------------------------------------------------------- SUB-CB-14 6.000 71.000 SUB-CB-2 6.000 75.000 SUB-CB-3 6.000 77.000 SUB-CB-5 6.000 78.000 SUB-CB-6 6.000 80.000 SUB-CB-8A 6.000 66.000 SUB-CB-9 6.000 72.000 SUB-EAST 38.600 80.000 SUB-INFILTRATION 6.000 75.000 SUB-NORTH-1 21.500 79.000 SUB-NORTH-2 28.000 69.000 SUB-OFF-CB-14 35.700 67.000 SUB-POND 6.000 83.000 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 24.665 7.410 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 8.749 2.629 Surface Runoff ........... 15.921 4.783 Final Surface Storage .... 0.000 0.000 Continuity Error (%) ..... -0.022 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 15.917 5.187 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 14.601 4.758 Internal Outflow ......... 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.401 0.131 Initial Stored Volume .... 1.213 0.395 Final Stored Volume ...... 2.117 0.690 Continuity Error (%) ..... 0.056 ***************************** Highest Continuity ErrorsPage 7 hydqua.rpt.txt ***************************** Node JCT-52 41.37% 0.0065 Node JCT-44 29.96% 0.0032 Node CB_9 1.32% 0.0005 Node JCT-50 -0.12% -0.0001 Node JCT-42 -0.07% -0.0000 Node JCT-40 -0.02% -0.0000 Node JCT-48 -0.01% -0.0000 Node STOR-CB-5 -0.00% -0.0000 Node CB_3 -0.00% -0.0002 Node INFILTRATION 0.00% 0.0002 Node ROW -0.00% -0.0000 Node BACKYARD -0.00% -0.0000 Node MH_8 0.00% 0.0000 Node NORTH 0.00% 0.0000 Node JCT-54 -0.00% -0.0000 Node POND 0.00% 0.0000 Node CB-5 -0.00% -0.0000 Node CB_8A 0.00% 0.0000 Node CB_4 -0.00% -0.0000 Node MH_11 0.00% 0.0000 0.0101 Mgal ******************************* Time-Step Critical Elements ******************************* Link CDT-13 (37.12%) Link CDT-31 (9.30%) Link MH7_TO_CB6 (0.00%) Node CB_9 (0.00%) Link CDT-45 (0.00%) Node JCT-44 (0.00%) Node JCT-42 (0.00%) Node JCT-40 (0.00%) Link CDT-49 (0.00%) Node CB_8A (0.00%) Link CDT-43 (0.00%) Node CB_3 (0.00%) Node CB-5 (0.00%) Link CDT-71 (0.00%) Link CDT-47 (0.00%) Link CDT-59 (0.00%) Node CB_4 (0.00%) Link WEIR-11 (0.00%) Link WEIR-31 (0.00%) Link CDT-27 (0.00%) ************************************ Highest Flow Instability Indexes ************************************ Link CDT-57 (7) Link CDT-27 (0) Link CDT-43 (0)Page 8 hydqua.rpt.txt Link CDT-53 (0) Link CDT-47 (0) Link CDT-71 (0) Link CB5_TO_MH4 (0) Link CDT-33 (0) Link CDT-31 (0) Link CDT-13 (0) Link CDT-11 (0) Link CB4_TO_CB3 (0) Link CDT-55 (0) Link CB6_TO_CB5 (0) Link CDT-41 (0) Link WEIR-41 (0) Link CB-14-OUTLET (0) Link CDT-69 (0) Link WEIR-21 (0) Link WEIR-15 (0) ***************************** Routing Time Step Summary ***************************** Minimum Time Step : 0.59 sec Average Time Step : 6.21 sec Maximum Time Step : 10.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.24 Percent Not Converging : 2.27 Total Steps : 45222 Total Iterations : 101483 ******************************* Subcatchment Runoff Summary ******************************* -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS -------------------------------------------------------------------------------------------------------- SUB-CB-14 7.41 0.00 0.00 3.34 4.07 0.09 4.25 0.550 SUB-CB-2 7.41 0.00 0.00 2.90 4.51 0.02 0.92 0.609 SUB-CB-3 7.41 0.00 0.00 2.67 4.74 0.05 2.53 0.639 SUB-CB-5 7.41 0.00 0.00 2.56 4.85 0.09 4.35 0.655 SUB-CB-6 7.41 0.00 0.00 2.34 5.08 0.06 2.96 0.685 SUB-CB-8A 7.41 0.00 0.00 3.88 3.53 0.05 2.38 0.476 SUB-CB-9 7.41 0.00 0.00 3.23 4.18 0.05 2.63 0.564 SUB-EAST 7.41 0.00 0.00 2.34 5.08 2.23 60.40 0.685 SUB-INFILTRATION 7.41 0.00 0.00 2.90 4.51 0.35 17.27 0.609 SUB-NORTH-1 7.41 0.00 0.00 2.45 4.96 0.88 31.17 0.670 SUB-NORTH-2 7.41 0.00 0.00 3.56 3.85 0.24 7.45 0.520 SUB-OFF-CB-14 7.41 0.00 0.00 3.77 3.64 0.40 11.33 0.491 SUB-POND 7.41 0.00 0.00 1.99 5.42 0.68 32.61 0.731 Page 9 hydqua.rpt.txt ********************** Node Depth Summary ********************** ---------------------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported Time of Max Depth Depth Run HGL Occurrence Max Depth Occurrence Node Type Feet Feet Feet days hr:min Feet days hr:min ---------------------------------------------------------------------------------------------- CB-5 JUNCTION 0.48 1.65 966.02 0 12:39 1.64 0 12:40 CB_3 JUNCTION 0.81 2.73 964.93 0 12:39 2.72 0 12:40 CB_4 JUNCTION 0.60 2.43 965.23 0 12:39 2.43 0 12:40 CB_6 JUNCTION 0.73 3.01 968.45 0 12:37 2.97 0 12:40 CB_8A JUNCTION 0.28 0.84 973.44 0 13:08 0.84 0 13:10 CB_9 JUNCTION 4.82 5.57 967.77 0 12:14 5.57 0 12:15 JCT-38 JUNCTION 0.00 0.00 983.38 0 00:00 0.00 0 00:00 JCT-40 JUNCTION 0.02 0.10 978.58 0 12:13 0.10 0 12:15 JCT-42 JUNCTION 0.00 0.08 972.15 0 12:14 0.08 0 12:15 JCT-44 JUNCTION 0.45 0.57 968.87 0 12:15 0.57 0 12:15 JCT-46 JUNCTION 0.00 0.00 982.97 0 00:00 0.00 0 00:00 JCT-48 JUNCTION 0.01 0.12 978.40 0 12:14 0.12 0 12:15 JCT-50 JUNCTION 0.01 0.11 972.24 0 12:14 0.11 0 12:15 JCT-52 JUNCTION 0.45 0.57 968.98 0 12:17 0.56 0 12:20 JCT-54 JUNCTION 0.30 1.19 955.49 0 12:16 1.18 0 12:15 JCT-56 JUNCTION 0.00 0.00 979.66 0 00:00 0.00 0 00:00 JCT-58 JUNCTION 0.00 0.00 975.02 0 00:00 0.00 0 00:00 MH_10 JUNCTION 0.29 0.83 975.33 0 12:56 0.83 0 12:55 MH_11 JUNCTION 0.23 0.64 981.14 0 12:56 0.64 0 12:55 MH_7 JUNCTION 0.54 2.77 970.07 0 12:37 2.71 0 12:40 MH_8 JUNCTION 1.07 3.37 977.37 0 13:10 3.37 0 13:10 OFALL-10 OUTFALL 0.18 0.68 954.55 0 12:16 0.68 0 12:15 OFALL-12 OUTFALL 0.15 0.67 954.54 0 12:16 0.66 0 12:15 BACKYARD STORAGE 0.07 0.45 971.96 0 12:32 0.45 0 12:30 EAST STORAGE 2.47 5.65 983.95 0 13:10 5.65 0 13:10 INFILTRATION STORAGE 1.05 2.30 963.60 0 12:15 2.30 0 12:15 NORTH STORAGE 1.95 5.65 989.65 0 12:56 5.65 0 12:55 NORTH2 STORAGE 1.00 2.70 993.80 0 14:02 2.70 0 14:00 POND STORAGE 9.06 9.67 957.67 0 12:16 9.66 0 12:15 ROW STORAGE 0.01 0.14 977.15 0 12:14 0.13 0 12:15 STOR-CB-5 STORAGE 0.02 0.21 971.23 0 12:14 0.20 0 12:15 *********************** Node Inflow Summary *********************** ------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal 10^6 gal or % ------------------------------------------------------------------------------------------------- CB-5 JUNCTION 0.00 36.42 0 12:38 0 2.78 -0.000 % CB_3 JUNCTION 0.00 46.62 0 12:39 0 3.97 -0.004 % CB_4 JUNCTION 0.00 36.32 0 12:39 0 2.78 -0.000 %Page 10 hydqua.rpt.txt CB_6 JUNCTION 2.96 35.12 0 12:38 0.061 2.69 -0.000 % CB_8A JUNCTION 0.00 24.27 0 13:08 0 2.14 0.000 % CB_9 JUNCTION 0.00 1.00 0 12:09 0 0.0371 1.338 % JCT-38 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 gal JCT-40 JUNCTION 2.53 2.53 0 12:14 0.0516 0.0516 -0.016 % JCT-42 JUNCTION 0.00 2.53 0 12:14 0 0.0516 -0.069 % JCT-44 JUNCTION 0.00 1.32 0 12:14 0 0.0108 42.769 % JCT-46 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 gal JCT-48 JUNCTION 2.63 2.63 0 12:14 0.0527 0.0527 -0.005 % JCT-50 JUNCTION 0.00 2.62 0 12:14 0 0.0527 -0.123 % JCT-52 JUNCTION 0.00 1.63 0 12:14 0 0.0157 70.552 % JCT-54 JUNCTION 0.00 5.68 0 12:16 0 0.355 -0.001 % JCT-56 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 gal JCT-58 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 gal MH_10 JUNCTION 0.00 9.45 0 12:56 0 1.11 0.000 % MH_11 JUNCTION 0.00 9.45 0 12:56 0 1.11 0.000 % MH_7 JUNCTION 0.00 34.26 0 12:38 0 2.63 0.000 % MH_8 JUNCTION 0.00 23.90 0 13:10 0 2.1 0.001 % OFALL-10 OUTFALL 0.00 5.68 0 12:16 0 0.355 0.000 % OFALL-12 OUTFALL 0.00 82.06 0 12:16 0 4.4 0.000 % BACKYARD STORAGE 12.66 12.66 0 12:32 0.488 0.488 -0.002 % EAST STORAGE 60.40 60.40 0 12:33 2.23 2.23 0.003 % INFILTRATION STORAGE 18.19 57.90 0 12:15 0.368 4.34 0.004 % NORTH STORAGE 31.17 31.96 0 12:22 0.879 1.11 0.001 % NORTH2 STORAGE 7.45 7.45 0 12:27 0.235 0.235 -0.188 % POND STORAGE 32.61 90.02 0 12:14 0.682 5.3 0.000 % ROW STORAGE 2.38 2.38 0 12:14 0.0473 0.0473 -0.003 % STOR-CB-5 STORAGE 4.35 4.35 0 12:14 0.089 0.089 -0.004 % ************************** Node Surcharge Summary ************************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- EAST STORAGE 2.82 2.454 4.346 ************************* Node Flooding Summary ************************* No nodes were flooded. ************************** Storage Volume Summary ************************** --------------------------------------------------------------------------------------------------Page 11 hydqua.rpt.txt Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------------- BACKYARD 0.007 0.01 0.0 0.0 0.062 0 0 12:32 12.66 EAST 36.290 10.60 0.0 0.0 116.888 34 0 13:10 23.90 INFILTRATION 4.314 16.34 0.0 3.0 9.775 37 0 12:15 57.47 NORTH 9.333 6.30 0.0 0.0 42.774 29 0 12:56 9.45 NORTH2 6.156 2.13 0.0 0.0 18.533 6 0 14:02 1.03 POND 73.983 16.76 0.0 0.0 87.406 20 0 12:16 87.73 ROW 0.002 0.01 0.0 0.0 0.022 0 0 12:14 2.37 STOR-CB-5 0.005 0.01 0.0 0.0 0.065 0 0 12:14 4.35 *************************** Outfall Loading Summary *************************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- OFALL-10 50.14 2.03 5.68 0.355 OFALL-12 52.34 25.07 82.06 4.403 ----------------------------------------------------------- System 51.24 27.10 82.06 4.758 ********************* Link Flow Summary ********************* -------------------------------------------------------------------------------------------------------------------------------------------------- Maximum Time of Max Maximum Time of Max Max/ Maximum Time of Max Max/ Time of Max Maximum |Run Flow| Occurrence |Output Flow| Occurrence Full |Veloc| Occurrence Full Occurrence Top Width Link Type CFS days hr:min CFS days hr:min Flow ft/sec days hr:min Depth days hr:min ft -------------------------------------------------------------------------------------------------------------------------------------------------- CB4_TO_CB3 CONDUIT 36.32 0 12:39 36.23 0 12:40 0.61 5.78 0 12:07 0.86 0 12:39 3.00 CB5_TO_MH4 CONDUIT 36.32 0 12:39 36.19 0 12:40 0.75 8.79 0 12:09 0.82 0 12:39 2.50 CB6_TO_CB5 CONDUIT 35.19 0 12:38 34.92 0 12:40 1.08 8.11 0 12:37 0.83 0 12:39 2.50 CDT-11 CONDUIT 23.90 0 13:10 23.90 0 13:10 1.26 13.52 0 13:10 1.00 0 12:32 1.50 CDT-13 CONDUIT 23.90 0 13:10 23.90 0 13:10 0.58 11.98 0 13:10 0.77 0 13:10 1.75Page 12 hydqua.rpt.txt CDT-15 CONDUIT 24.27 0 13:08 24.26 0 13:10 0.36 12.66 0 14:03 0.71 0 12:52 2.00 CDT-27 CONDUIT 46.62 0 12:39 46.56 0 12:40 0.93 7.44 0 12:39 0.83 0 12:39 3.00 CDT-31 CONDUIT 9.45 0 12:56 9.44 0 12:55 1.36 12.03 0 12:56 1.00 0 12:13 1.00 CDT-33 CONDUIT 9.45 0 12:56 9.44 0 12:55 0.52 12.58 0 12:55 0.59 0 12:56 1.25 CDT-35 CONDUIT 9.45 0 12:56 9.44 0 12:55 0.70 11.40 0 12:56 0.64 0 12:56 1.25 CDT-41 CONDUIT 0.99 0 12:14 0.98 0 12:15 0.15 3.54 0 12:14 0.28 0 12:14 1.25 CDT-43 CONDUIT 1.03 0 15:17 1.03 0 15:20 1.20 5.27 0 15:17 1.00 0 12:09 0.50 CDT-45 CHANNEL 0.00 0 00:00 0.00 0 00:00 0.00 0.00 0 00:00 0.15 0 12:13 7.53 CDT-47 CHANNEL 2.53 0 12:14 2.47 0 12:15 0.09 4.36 0 12:13 0.27 0 12:14 7.95 CDT-49 CHANNEL 1.32 0 12:14 1.30 0 12:15 0.06 0.82 0 12:14 0.62 0 12:14 17.33 CDT-51 CHANNEL 0.00 0 00:00 0.00 0 00:00 0.00 0.00 0 00:00 0.18 0 12:14 4.07 CDT-53 CHANNEL 2.62 0 12:14 2.57 0 12:15 0.15 4.78 0 12:09 0.39 0 12:14 6.44 CDT-55 CHANNEL 1.63 0 12:14 1.61 0 12:15 0.13 1.20 0 12:14 0.67 0 12:14 16.61 CDT-57 CONDUIT 5.68 0 12:16 5.60 0 12:15 0.25 4.02 0 12:09 0.47 0 12:16 1.99 CDT-59 CHANNEL 0.00 0 00:00 0.00 0 00:00 0.00 0.00 0 00:00 0.00 0 00:00 3.00 CDT-61 CHANNEL 0.00 0 00:00 0.00 0 00:00 0.00 0.00 0 00:00 0.50 0 12:08 11.80 CDT-69 CONDUIT 57.28 0 12:15 56.92 0 12:15 0.01 5.44 0 12:15 0.08 0 12:15 57.84 CDT-71 CONDUIT 82.06 0 12:16 81.01 0 12:15 0.00 9.71 0 12:16 0.07 0 12:16 51.30 MH7_TO_CB6 CONDUIT 34.30 0 12:38 34.12 0 12:40 0.84 7.12 0 13:15 1.00 0 12:34 2.50 WEIR-11 WEIR 0.00 0 00:00 0.00 0 00:00 0.00 0 00:00 WEIR-13 WEIR 0.00 0 00:00 0.00 0 00:00 0.00 0 00:00 WEIR-15 WEIR 1.29 0 12:15 1.29 0 12:15 0.01 0 12:15 WEIR-17 WEIR 1.24 0 12:17 1.03 0 12:20 0.01 0 12:17 WEIR-21 WEIR 0.00 0 00:00 0.00 0 00:00 0.00 0 00:00 WEIR-23 WEIR 5.68 0 12:16 5.62 0 12:15 0.13 0 12:16 WEIR-25 WEIR 0.00 0 00:00 0.00 0 00:00 0.00 0 00:00 WEIR-31 WEIR 2.42 0 12:14 2.34 0 12:15 0.04 0 12:14 WEIR-37 WEIR 1.31 0 12:14 1.28 0 12:15 0.03 Page 13 hydqua.rpt.txt 0 12:14 WEIR-41 WEIR 7.79 0 12:32 7.76 0 12:30 0.09 0 12:32 WEIR-45 WEIR 0.00 0 00:00 0.00 0 00:00 0.00 0 00:00 WEIR-47 WEIR 0.00 0 00:00 0.00 0 00:00 0.00 0 00:00 CB-14-OUTLET DUMMY 4.87 0 12:32 4.86 0 12:30 CB-8A-OUTLET DUMMY 1.06 0 12:14 1.03 0 12:15 OLET-11 DUMMY 1.93 0 12:14 1.88 0 12:15 INLET_CB_9 Inlet 1.00 0 12:09 0.98 0 12:15 INLET_CB_3 Inlet 1.21 0 12:13 1.19 0 12:15 INLET_CB_6 Inlet 0.00 0 00:00 0.00 0 00:00 ******************************* Flow Classification Summary ******************************* ------------------------------------------------------------------------------------- Adjusted ---------- Fraction of Time in Flow Class ---------- /Actual Up Down Sub Sup Up Down Norm Inlet Conduit Length Dry Dry Dry Crit Crit Crit Crit Ltd Ctrl ------------------------------------------------------------------------------------- CB4_TO_CB3 1.00 0.07 0.00 0.00 0.88 0.05 0.00 0.00 0.84 0.00 CB5_TO_MH4 1.00 0.07 0.00 0.00 0.35 0.57 0.00 0.00 0.79 0.00 CB6_TO_CB5 1.00 0.07 0.00 0.00 0.50 0.43 0.00 0.00 0.02 0.00 CDT-11 1.00 0.10 0.00 0.00 0.00 0.00 0.00 0.90 0.00 0.00 CDT-13 1.00 0.10 0.00 0.00 0.00 0.00 0.00 0.90 0.00 0.00 CDT-15 1.00 0.08 0.00 0.00 0.02 0.90 0.00 0.00 0.86 0.00 CDT-27 1.00 0.07 0.00 0.00 0.89 0.03 0.00 0.00 0.10 0.00 CDT-31 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 0.00 0.00 CDT-33 1.00 0.09 0.00 0.00 0.00 0.91 0.00 0.00 0.86 0.00 CDT-35 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 0.00 0.00 CDT-41 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 0.00 0.00 CDT-43 1.00 0.09 0.00 0.00 0.29 0.00 0.00 0.63 0.00 0.00 CDT-45 1.00 0.50 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 CDT-47 1.00 0.49 0.01 0.00 0.00 0.50 0.00 0.00 0.68 0.00 CDT-49 1.00 0.08 0.41 0.00 0.51 0.00 0.00 0.00 0.88 0.00 CDT-51 1.00 0.50 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 CDT-53 1.00 0.49 0.01 0.00 0.00 0.00 0.00 0.50 0.68 0.00 CDT-55 1.00 0.08 0.51 0.00 0.40 0.01 0.00 0.00 0.85 0.00 CDT-57 1.00 0.10 0.00 0.00 0.79 0.11 0.00 0.00 0.00 0.63 CDT-59 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 CDT-61 1.00 0.08 0.92 0.00 0.00 0.00 0.00 0.00 0.00 0.00 CDT-69 1.00 0.51 0.00 0.00 0.00 0.00 0.00 0.49 0.00 0.00 CDT-71 1.00 0.32 0.00 0.00 0.10 0.57 0.00 0.00 0.47 0.00 MH7_TO_CB6 1.00 0.07 0.01 0.00 0.60 0.32 0.00 0.00 0.86 0.00 ***************************** Conduit Surcharge Summary ***************************** ----------------------------------------------------------------------------Page 14 hydqua.rpt.txt Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- CB6_TO_CB5 0.00 0.65 0.00 0.33 0.00 CDT-11 2.12 2.82 2.12 2.12 2.12 CDT-13 0.00 2.24 0.00 0.00 0.00 CDT-15 0.00 0.00 0.33 0.00 0.00 CDT-31 2.96 3.62 2.96 2.96 2.96 CDT-43 3.12 8.45 3.12 6.66 1.27 CDT-49 0.00 0.00 65.86 0.00 0.00 CDT-55 0.00 0.00 65.86 0.00 0.00 MH7_TO_CB6 0.19 0.19 0.65 0.00 0.00 Analysis begun on: Tue Aug 29 11:34:19 2017 Analysis ended on: Tue Aug 29 11:34:21 2017 Total elapsed time: 00:00:02Page 15 Fawn Hill Development Stormwater Management Plan Report Page 19 W:\S\Sathre\12623-2017-013\Project Data\030 Preliminary Engineering\Report\AUG 30 2017 Submitttal\SathreFawnHill_SWMP2017-08-30.docx THINK BIG. GO BEYOND. www.ae2s.com Appendix F Soil Boring Report & Infiltration Testing Results Constants Area cm2 Depth of Liquid (cm) Liquid Container Number Inner Ring 729 11.0 1 Liquid Used:Annular Space 2189 11.0 2 Remarks Inner Ring Reading cm Inner Maroitte Tube Flow (ml) Annular Space Reading cm Annular Space Marriotte Tube Flow (ml) Inner Infiltration Rate (Inch/h) Annular Infiltration Rate (Inch/h) Ground Temp Depth (cm) Temp at Depth (F) Weather conditions Etc... Hourly Inner Infiltration Rate (Inch/h) Start Test 7/17/2017 9:45 0:15 63.0 End Test 7/17/2017 10:00 0:15 n/a n/a Start Test 7/17/2017 10:00 0:15 63.0 End Test 7/17/2017 10:15 0:30 n/a n/a Start Test 7/17/2017 10:15 0:15 63.0 End Test 7/17/2017 10:30 0:45 n/a n/a Start Test 7/17/2017 10:30 0:15 63.0 End Test 7/17/2017 10:45 1:00 n/a n/a Start Test 7/17/2017 10:45 0:15 63.0 End Test 7/17/2017 11:00 1:15 n/a n/a Start Test 7/17/2017 11:00 0:15 63.0 End Test 7/17/2017 11:15 1:30 n/a n/a Start Test 7/17/2017 11:15 0:15 63.0 End Test 7/17/2017 11:30 1:45 n/a n/a Start Test 7/17/2017 11:30 0:15 63.0 End Test 7/17/2017 11:45 2:00 n/a n/a Start Test 7/17/2017 11:45 0:15 63.0 End Test 7/17/2017 12:00 2:15 n/a n/a Start Test 7/17/2017 12:00 0:15 63.0 End Test 7/17/2017 12:15 2:30 n/a n/a Start Test 7/17/2017 12:15 0:15 63.0 End Test 7/17/2017 12:30 2:45 n/a n/a Start Test 7/17/2017 12:30 0:15 63.0 End Test 7/17/2017 12:45 3:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 9:45 End Test 12:45 3:00 11850 104500 2.13 6.26 6.40 0.00 0.00 Trial # Tested By: Penetration Depth of Outer Ring:Depth to water table:3 inches Start / End Date MM/DD/YY Time HR:MIN Elapsed Time Chg/(Total) Min Ian Hickel Unknown Liquid level maintained using:( X ) Flow Valve ( ) Float Valve ( ) Mariotte Tubes Liquid Temp (F) Flow Readings Inner Infiltration Rate Ground Temperature 7.91 2.94 Infiltrometer Recording Chart Marriotte Tube Volume 3000 10000 Project Identification:Fawn Hill Test Location: Elevation: East location on map Water960 2 7.55 11000 4.00 1 2000 11000 4.32 1850 1.73 7.91 7.91 5 800 9000 1.73 4 800 10500 3 800 11000 1.73 1.73 7 800 8750 1.73 6.29 6 800 8750 1.73 8 800 8000 1.73 0.0015 11 800 6500 10 800 0.0014 1.73 6500 1.73 12 800 6000 0.00 0.00 0.00 0.00 13 0.00 0.00 16 22 0.00 0.00 19 0.00 0.00 0.00 0.00170.00 0.00 9 800 7500 1.73 1.73 0.00 4.68 4.68 5.76 5.40 6.29 6.47 4.32 Final Results 21 24 23 18 0.00 20 0.00 0.00 0.00 0.00 1.73 Total Infiltration in Inches (3 Hour Test) 0.00 Constants Area cm2 Depth of Liquid (cm) Liquid Container Number Inner Ring 729 11.0 1 Liquid Used:Annular Space 2189 11.0 2 Remarks Inner Ring Reading cm Inner Maroitte Tube Flow (ml) Annular Space Reading cm Annular Space Marriotte Tube Flow (ml) Inner Infiltration Rate (Inch/h) Annular Infiltration Rate (Inch/h) Ground Temp Depth (cm) Temp at Depth (F) Weather conditions Etc... Hourly Inner Infiltration Rate (Inch/h) Start Test 7/17/2017 13:15 0:15 63.0 End Test 7/17/2017 13:30 0:15 n/a n/a Start Test 7/17/2017 13:30 0:15 63.0 End Test 7/17/2017 13:45 0:30 n/a n/a Start Test 7/17/2017 13:45 0:15 63.0 End Test 7/17/2017 14:00 0:45 n/a n/a Start Test 7/17/2017 14:00 0:15 63.0 End Test 7/17/2017 14:15 1:00 n/a n/a Start Test 7/17/2017 14:15 0:15 63.0 End Test 7/17/2017 14:30 1:15 n/a n/a Start Test 7/17/2017 14:30 0:15 63.0 End Test 7/17/2017 14:45 1:30 n/a n/a Start Test 7/17/2017 14:45 0:15 63.0 End Test 7/17/2017 15:00 1:45 n/a n/a Start Test 7/17/2017 15:00 0:15 63.0 End Test 7/17/2017 15:15 2:00 n/a n/a Start Test 7/17/2017 15:15 0:15 63.0 End Test 7/17/2017 15:30 2:15 n/a n/a Start Test 7/17/2017 15:30 0:15 63.0 End Test 7/17/2017 15:45 2:30 n/a n/a Start Test 7/17/2017 15:45 0:15 63.0 End Test 7/17/2017 16:00 2:45 n/a n/a Start Test 7/17/2017 16:00 0:15 63.0 End Test 7/17/2017 16:15 3:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 13:15 End Test 16:15 3:00 10700 45000 1.93 2.70 5.78 0.00 0.00 Trial # Tested By: Penetration Depth of Outer Ring:Depth to water table:3 inches Start / End Date MM/DD/YY Time HR:MIN Elapsed Time Chg/(Total) Min Ian Hickel Unknown Liquid level maintained using:( X ) Flow Valve ( ) Float Valve ( ) Mariotte Tubes Liquid Temp (F) Flow Readings Inner Infiltration Rate Ground Temperature 3.24 2.32 Infiltrometer Recording Chart Marriotte Tube Volume 3000 10000 Project Identification:Fawn Hill Test Location: Elevation: West location on map Water960 2 2.52 4500 2.16 1 1300 4500 2.81 1000 2.16 3.24 3.24 5 800 3500 1.73 4 1000 3500 3 1000 4500 2.16 1.73 7 800 3500 1.73 2.52 6 800 3500 1.73 8 800 3500 1.73 0.0015 11 800 3500 10 800 0.0014 1.73 3500 1.73 12 800 3500 0.00 0.00 0.00 0.00 13 0.00 0.00 16 22 0.00 0.00 19 0.00 0.00 0.00 0.00170.00 0.00 9 800 3500 1.73 1.73 0.00 2.52 2.52 2.52 2.52 2.52 2.52 2.52 Final Results 21 24 23 18 0.00 20 0.00 0.00 0.00 0.00 1.73 Total Infiltration in Inches (3 Hour Test) 0.00 June 27, 2017 HGTS Project Number: 17-0479 Mr. Tom Bakritges Homestead Partners 525 15th Avenue South Hopkins, MN 55343 Re: Geotechnical Exploration Report, The Vistas at Benz Farms 2nd Addition Residential Development, 7240 Galpin Boulevard, Chanhassen, MN Dear Mr. Bakritges: We have completed the geotechnical exploration report for The Vistas at Benz Farms 2nd Addition Residential Development located at 7240 Galpin Boulevard in Chanhassen, Minnesota. The purpose of this geotechnical exploration was to characterize subsurface soil and ground water conditions and provide recommendations for site development. Four (4) standard penetration test borings and two (2) hand auger borings were conducted on the project site. In general, the soil borings encountered around 1 to 3 feet of topsoil at the surface. About 1 foot of sand Fill was encountered above the topsoil at boring SB-4. Underlying the topsoil and/or Fill, the soil borings generally encountered native alluvial clay and/or clayey glacial till soils that extended to the termination depths of the soil borings. Portions of the upper clay soils were in a soft consistency. Groundwater was encountered in 5 of the 6 soil borings at depths ranging from about 3 to 15 feet below the surface. The topsoil, existing Fill and soft clay soils encountered are not suitable for foundation, roadway or utility support and will need to be removed from below these areas and replaced with suitable compacted fill. In our opinion, the underlying stiffer alluvial and glacial till soils are generally suitable for the construction of the proposed residential development. Specific details regarding our procedures, results and recommendations follow in the attached geotechnical exploration report. Thank you for the opportunity to assist you on this project. If you have any questions or need additional information please contact John Carlson at 612-979-3542 or Brett Maki at 612-269-4027. Sincerely, HAUGO GEOTECHNICAL SERVICES, LLC Brett S. Maki, P.E. John T. Carlson, P.E. Project Engineer Senior Engineer Copy: Tom Welshinger, Sathre-Bergquist, Inc. G EOTECHNICAL EXPLORAT ION REPORT PROJECT: The Vistas at Benz Farms 2nd Addition 7240 Galpin Boulevard Chanhassen, Minnesota PREPARED FOR: Homestead Partners 525 15th Avenue South Hopkins, MN 55343 PREPARED BY: Haugo GeoTechnical Services, LLC 2825 Cedar Avenue South Minneapolis, MN 55407 Haugo GeoTechnical Services Project: 17-0479 June 27, 2017 I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota. John T. Carlson, P.E. Senior Engineer License Number: 20663 Expires June, 2018 Table of Contents 1.0 INTRODUCTION 1 1.1 Project Description 1 1.2 Purpose 1 1.3 Site Description 1 1.4 Scope of Services 1 1.5 Documents Provided 2 1.6 Locations and Elevations 2 2.0 FIELD PROCEDURES 2 3.0 RESULTS 3 3.1 Soil Conditions 3 3.2 Groundwater 3 3.3 Laboratory Tests 4 3.4 OSHA Soil Classification 4 4.0 DISCUSSION AND RECOMMENDATIONS 5 4.1 Proposed Construction 5 4.2 Discussion 5 4.3 Mass Grading Recommendations 5 4.4 Groundwater 7 4.5 Interior Slabs 7 4.6 Below Grade Walls 8 4.7 Exterior Slabs 8 4.8 Site Grading and Drainage 9 4.9 Utilities 9 4.10 Bituminous Pavements 9 4.11 Pavement Materials 10 4.12 Soil Infiltration 11 5.0 CONSTRUCTION CONSIDERATIONS 11 5.1 Excavation 11 5.2 Observations 11 5.3 Backfill and Fills 12 5.4 Testing 12 5.5 Winter Construction 12 6.0 PROCEDURES 12 6.1 Soil Classification 12 6.2 Groundwater Observations 12 7.0 GENERAL 13 7.1 Subsurface Variations 13 7.2 Review of Design 13 7.3 Groundwater Fluctuations 13 7.4 Use of Report 13 7.5 Level of Care 14 APPENDIX 15 Soil Boring Location Sketch, Figure 1 GPS Boring Locations, Figure 2 Soil Boring Logs SB-1 thru SB-6 Descriptive Terminology 1 1.0 INTRODUCTION 1.1 Project Description Homestead Partners is preparing design and construction documents for a residential development located at 7240 Galpin Boulevard in Chanhassen, Minnesota. We understand the development will include preparing house pads for 10 single family residences and constructing the associated streets, storm water ponds and underground utilities. 1.2 Purpose Homestead Partners retained Haugo GeoTechnical Services (HGTS) to perform a geotechnical exploration to evaluate the suitability of site soil and groundwater conditions to support the anticipated residential structures, roadways and underground utilities and provide recommendation for site development. 1.3 Site Description The Site is located at 7240 Galpin Boulevard in Chanhassen, Minnesota. The project Site consists of one parcel of property that was about 11 acres. The property is bordered by residential developments to the north and southeast. A wetland area is located to the southwest. The property contained a single family residence, stable, grassy/pasture areas and wetlands. Mature trees were located in the area around the home and along the edge of the wetland area. Bluff Creek is located southwest of the property. The site topography is rolling to hilly and generally slopes towards the southwest. The ground surface elevations at our soil boring locations ranged from about 962 ½ to 982 ½ feet mean sea level (MSL). 1.4 Scope of Services Our services were performed in accordance with the HGTS proposal 17-0479 dated May 22, 2017. Our scope of services was performed under the terms of our General Conditions and limited to the following tasks: • Completing four (4) standard penetration test soil borings and extending the borings to a depth of 20 feet. Two (2) hand auger borings were performed in proposed soil boring areas not accessible to our drill rig. The hand auger borings were extended to a depth of 10 feet. • Obtaining GPS coordinates and ground surface elevations at the soil boring locations. • Visually/manually classifying the samples recovered from the soil borings. • Performing laboratory tests on selected samples. • Preparing soil boring logs describing the materials encountered and the results of groundwater level measurements. • Preparing an engineering report describing soil and groundwater conditions, and recommendations for site development. 2 1.5 Documents Provided We were provided with a partial copy of a grading plan for the site. The plan showed proposed grades and the locations of the homes, streets and storm water ponds. The plan also showed the proposed soil boring locations. 1.6 Locations and Elevations The soil boring locations were selected by Homestead Partners based on the anticipated location of the proposed house pads, streets and storm water ponds. The approximate location of the soil borings is shown on Figure 1, “Soil Boring Location Sketch”, in the Appendix. The sketch was prepared by HGTS using an image from Google Earth as a base. The ground surface elevations at the boring locations were obtained by HGTS using GPS measuring equipment. GPS measurements were based on the MN County Coordinate System (Carver County) in US Survey Feet using GEOID09 (Conus) model. The GPS coordinates are also included in Figure 2 in the Appendix. 2.0 FIELD PROCEDURES Four (4) standard penetration test borings were advanced on June 12th, 2017 by HGTS with a rotary drilling rig, using continuous flight augers to advance the boreholes. Representative samples were obtained from the borings, using the split-barrel sampling procedures in general accordance with ASTM Specification D-1586. In the split-barrel sampling procedure, a 2-inch O.D. split-barrel spoon is driven into the ground with a 140- pound hammer falling 30 inches. The number of blows required to drive the sampling spoon the last 12 inches of an 18-inch penetration is recorded as the standard penetration resistance value, or "N" value. The results of the standard penetration tests are indicated on the boring log. The samples were sealed in containers and provided to the HGTS office for testing and soil classification. Two (2) hand auger borings were also performed on June 12th, 2017 by HGTS. The hand auger borings were performed with a “bucket” type auger. The hand auger was advanced in approximated 3 to 6-inch increments to a depth approximately 10 feet below the ground surface. With each increment penetrated, the hand auger was then withdrawn from the borehole to obtain soil cuttings. The samples were sealed in containers and provided to the HGTS office for testing and soil classification. A field log of each boring was prepared by the HGTS drill crew. The logs contained visual classifications of the soil materials encountered during drilling, as well as the driller's interpretation of the subsurface conditions between samples and water observation notes. The final boring logs included with this report represent an interpretation of the field logs and include modifications based on visual/manual method observation of the samples. The soil boring logs, general terminology for soil description and identification, and classification of soils for engineering purposes are also included in the appendix. The soil 3 boring logs identify and describe the materials encountered, the relative density or consistency based on the Standard Penetration resistance (N-value, “blows per foot”) and groundwater observations. The strata changes were inferred from the changes in the samples and auger cuttings. The depths shown as changes between strata are only approximate. The changes are likely transitions, variations can occur beyond the location of the boring. 3.0 RESULTS 3.1 Soil Conditions In general, the soil borings encountered about 1 to 3 feet of topsoil at the surface, except for boring SB-4 which encountered about 1 foot of sand Fill over 3 feet of topsoil. The topsoil primarily consisted of silty clay, lean clay and silty sand that was black in color and judged to be slightly organic. Below the topsoil the soil borings encountered native alluvial soils that extended to depths ranging from about 7 to 12 feet below the surface. The two hand auger borings terminated at a depth of about 10 feet in alluvial soils. The alluvial soils were composed mostly of silty clay and lean clay with lesser amounts of clayey sand. Portions of the alluvial soils had traces of gravel, rust staining and sand seams. Penetration resistance values (N- Values), shown as blows per foot (bpf) on the boring logs, within the native alluvial soils ranged from 2 to 10 bpf. These values indicate the alluvial soils had a loose relative density or soft to rather stiff consistency. Below the topsoil, Fill and/or alluvial soils, borings SB-1 and SB-4 thru SB-6 encountered native glacial till soils which extended to the termination depths of the soil borings. The glacial till soils consisted of sandy lean clay soils that contained traces of gravel and rust staining. N-Values ranging from 8 to 20 bpf were recorded in the native clay till soils. These values indicate the clays had a medium to very stiff consistency. 3.2 Groundwater Groundwater was encountered in 5 of the soil borings while drilling and sampling or after withdrawal of the auger from the ground at depths ranging from about 3 to 15 feet below the surface. Water levels are summarized in Table 1. Table 1. Summary of Groundwater Levels Boring Number Surface Elevation (feet) Approximate Depth to Groundwater (feet)* Approximate Groundwater Elevation (feet) * SB-1 967.0 NE - SB-2 962.3 4 958 ½ SB-3 970.2 5 965 SB-4 971.8 3 969 SB-5 977.7 4 973 ½ SB-6 982.3 15 967 ½ 4 * = Depths and elevations were rounded to the nearest ½ foot. NE = Not Encountered. Groundwater was not encountered at a consistent depth or elevation in the soil borings and appears to be perched within layers or seams of more permeable sands between the silty and clayey soils. The water level of Bluff Creek located southwest of the site is about 950 feet MSL. Groundwater levels were measured either while drilling or after sampling was completed. Water levels were measured on the dates as noted on the boring logs and the period of water level observations was relatively short. It should be noted that the borings were completed in clayey soils and given the cohesive nature of the soil it is likely that insufficient time was available for groundwater to seep into the boring(s) and rise to its hydrostatic level. Deeper borings in conjunction with groundwater monitoring wells or piezometers would be required to more accurately determine water levels. Seasonal and annual fluctuations in groundwater levels should be expected. 3.3 Laboratory Tests Laboratory moisture content tests were performed on selected samples recovered from the soil borings. Table 2 below summarizes the results of the laboratory tests. Results of the laboratory moisture content tests are shown on the boring logs adjacent to the sample tested. Table 2. Summary of Laboratory Tests Boring Number Sample Number Depth (feet) Moisture Content (%)* SB-1 S-27 5 21 SB-2 S-37 8-10 40 ½ SB-3 S-35 4-10 29 ½ SB-4 S-19 5 28 ½ SB-5 S-11 5 20 ½ SB-5 S-12 7 ½ 23 SB-6 S-3 5 23 ½ SB-6 S-4 7 ½ 27 *Moisture Content tests were rounded to the nearest ½ percent 3.4 OSHA Soil Classification The soils encountered in the soil borings at the anticipated excavation depths consist of cohesive (clay) soils composed of lean clay, sandy lean clay and silty clay corresponding to the ASTM Classifications of CL and CL-ML. The clay soils identified in the borings will generally be Type B soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. 5 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 Proposed Construction We understand the proposed development will include preparing 9 house pads for single family residences and constructing the associated streets, storm water ponds and underground utilities. The existing house will be incorporated into the development. We anticipate that the homes will have either “walkout”, “lookout” or full basements. We anticipate that the new homes will include one or two stories above grade with cast-in- place concrete or masonry block foundation walls supported on concrete spread footings. We anticipate above grade construction will consist of wood framing, a pitched roof and asphalt shingles. Based on the assumed construction we estimate wall loadings will range from about 1 to 2 kips (1,000 to 2,000 pounds) per lineal foot and column loads, if any will be less than 50 kips (50,000 pounds). 4.2 Discussion A single family home and stable currently exist on the property. The home will remain and the stable will be demolished for the new development. We recommend that all building remnants such as footings, floor slabs, foundation walls and/or underground utilities be removed from within the proposed building, roadway, utility and oversize areas. The soil borings generally encountered topsoil, Fill and/or soft clay soils underlain by stiffer alluvial and glacial till soils. The topsoil, Fill and soft clay soils encountered are not suitable for foundation, roadway or utility support and will need to be removed from below these areas and replaced with suitable compacted fill. In our opinion, the underlying stiffer alluvial and glacial till soils are generally suitable for the construction of the proposed residential development. Groundwater was encountered in 5 of the 6 borings while drilling and sampling or after auger removal from the boreholes at depths ranging from about 3 to 15 feet below the surface. We anticipate that groundwater will be encountered in the deeper excavations and during utility construction and can likely be controlled with sumps and pumps. The following sections provide recommendations for site development. 4.3 Mass Grading Recommendations Excavation We recommend that all vegetation, topsoil, Fill and soft clay soils be removed from below the proposed building, roadway, utility and oversize areas. Likewise, we recommend that all building remnants such as footings, floor slabs, foundation walls and/or underground utilities be removed from within the proposed building, roadway, 6 utility and oversize areas. Table 3 below summarizes the anticipated excavation depths at the soil boring locations. Excavation depths may vary and could be deeper. Table 3 Anticipated Excavation Depths Boring Number Surface Elevation (feet) Anticipated Excavation Depth (feet)* Anticipated Excavation Elevation (feet)* Approximate Groundwater Elevation (feet)* SB-1 967.0 1 966 NE SB-2 962.3 Pond Area 952 ½ + 958 ½ SB-3 970.2 4 - 10+ 966 - <960 965 SB-4 971.8 7 964 ½ 969 SB-5 977.7 1 - 4 976 ½ - 973 ½ 973 ½ SB-6 982.3 1 981 ½ 967 ½ *Excavation depths and elevations were rounded to the nearest ½ foot. NE=Not Encountered Oversizing In areas where the excavations extend below the proposed footing elevations, the excavation requires oversizing. We recommend the perimeter of the excavation be extended a foot outside the proposed footprint for every foot below footing grade (1H:1V oversizing). The purpose of the oversizing is to provide lateral support of the foundation. Fill Material Fill required to attain site grades may consist of any debris-free, non-organic mineral soil. The glacial till clay soils generally appear suitable for reuse as structural fill. However, some moisture conditioning (drying) will likely be required to achieve proper compaction. The alluvial clay soils could be reused as structural fill, however, these soils appear to be over their optimum moisture contents and will likely require significant moisture conditioning (drying) to achieve proper compaction. Drying of these wet clay soils is best achieved during summer months. The topsoil and other soils that are black in color are not suitable for re-use as fill or backfill. It may be possible to re-use these materials in “green areas” on the site such as landscaping berms. Backfilling We recommend that backfill placed to attain site grades be compacted to a minimum of 95 percent of its standard Proctor density (ASTM D 698), except the upper 3 feet of pavement areas, where the compaction level should be increased to a minimum of 100 percent. Granular fill classified as SP or SP-SM should be placed within 65 percent to 105 percent of its optimum moisture content as determined by the standard Proctor. Remaining fill soils should be placed within 3 percentage points above and 1 percentage point below its optimum moisture content as determined by the standard Proctor. All fill should be placed in thin lifts and be compacted with a large self -propelled vibratory compactor operating in vibratory mode. 7 In areas where fill depths will exceed 10 feet we recommend that compaction levels be increased to a minimum of 98 percent of standard Proctor density. Even with the increased compaction levels a construction delay may be required to allow for post construction settlement of the fill mass. Fill and backfill placed on slopes, if any, must be “benched” into the underlying suitable soil to reduce the potential for slip planes to develop between the fill and underlying soil. We recommend “benching” or excavating into the slope at 5 foot vertical intervals to key the fill into the slope. We recommend each bench be a minimum of 10 feet wide. Foundations We recommend the perimeter footings bear a minimum of 42 inches below the exterior grade for frost protection. Interior footings may be placed immediately below the slab provided construction does not occur during below freezing weather conditions. Foundation elements in unheated areas should bear at least 5 feet below exterior grade for frost protection. We anticipate the foundations and floor slabs will bear on compacted engineered fill or stiffer native clay soils. With the building pads prepared as recommended it is our opinion the footings can be designed for a net allowable bearing pressure up to 2,000 pounds per square foot (psf). We anticipate total and differential settlement of the foundations will be less than 1 inch and ½ inch, respectively across an approximate 30-foot span. 4.4 Groundwater Groundwater was encountered in 5 of the soil borings while drilling and sampling or after auger removal from the boreholes at depths ranging from about 3 to 15 feet below the surface. With deeper soil corrections and utility installations that will likely extend to depths ranging from about 7 to 10 feet below the ground surface, we anticipate groundwater will be encountered which can likely be controlled with sumps and pumps. 4.5 Interior Slabs The anticipated floor subgrade will consist of sand fill over clay soils. It is our opinion a modulus of subgrade reaction, k, of 150 pounds per square inch of deflection (psi) may be used for clay soils to design the floor. If floor coverings or coatings less permeable than the concrete slab will be used, we recommend that a vapor retarder or vapor barrier be placed immediately beneath the slab. Some contractors prefer to bury the vapor barrier or vapor retarder beneath a layer of sand to reduce curling and shrinkage, but this practice often traps water between the slab and vapor retarder or barrier. Regardless of where the vapor retarder or vapor barrier is placed, we recommend consulting the floor covering manufacturer regarding the appropriate type, use and installation of the vapor retarder or vapor barrier to preserve the warranty. We recommend following all state and local building codes in regard to a radon mitigation plan beneath interior slabs. 8 4.6 Below Grade Walls Foundation walls or below grade (basement) walls will have lateral loads from the surrounding soil transmitted to them. We recommend general waterproofing of the below grade walls even with the use of free-draining backfill because of the potential cost impacts related to seepage after construction. Unless a drainage composite is placed against the backs of the exterior perimeter below-grade walls we recommend that backfill placed within 2 feet of those wall consist of sand having less than 50 percent of the particles by weight passing the #40 sieve and less than 5 percent of the particles by weight passing the #200 sieve. We recommend the balance of the backfill for the walls consist of sand however the sand may contain up to 20 percent of the particles by weight passing the #200 sieve. We recommend installing drain tile behind the below grade walls, adjacent to the wall footing and below the slab elevation. Preferably the drain tile should consist of perforated pipe embedded in gravel. A geotextile filter fabric should encase the pipe and gravel. The drain tile should be routed to a storm sewer, sump pump or other suitable disposal site. Active earth pressures can be used to design the below grade walls if the walls are allowed to rotate slightly. If wall rotation cannot be tolerated, then below grade wall design should be based on at-rest earth pressures. We recommend the following soil parameters be used for below grade/retaining wall design, shown in Table 4. These design parameters are based on the assumptions that the walls are drained, there are no surcharge loads within a horizontal distance equal to the height of the wall and the backfill is level. Table 4. Estimated Soil Parameters Soil Type Estimated Unit Weight (pcf) Estimated Friction Angle (degrees) At-Rest Pressure (pcf) Active Soil Pressure (pcf) Passive Soil Pressure (pcf) Clay (CL & CL-ML) 135 28 70 50 375 Resistance to lateral earth pressures will be provided by passive resistance against the wall footings and by sliding resistance along the bottom of the wall footings. We recommend a sliding coefficient of 0.35. This value does not include a factor of safety. 4.7 Exterior Slabs Exterior slabs in the east portion of the site will likely be underlain by clayey soils which are considered moderately to highly frost susceptible. If these soils become saturated and freeze, frost heave may occur. This heave can be a nuisance in front of doors and at other critical grade areas. One way to help reduce the potential for heaving is to remove the frost-susceptible soils below the slabs down to bottom of footing grades, and replace them with non-frost-susceptible backfill consisting of sand having less than 5 percent particles by weight passing the number 200 sieve. If this approach is used and the excavation bottoms terminate in non-free draining granular soil, we recommend a drain tile be installed along the bottom outer edges of the 9 excavation to collect and remove any water that may accumulate within the sand. The bottom of the excavation should be graded away from the building. If the banks of the excavations to remove the frost-susceptible soils are not sloped, abrupt transitions between the frost susceptible and non-frost-susceptible backfill will exist along which unfavorable amounts of differential heaving may occur. Such transitions could exist between exterior slabs and sidewalks, between exterior slabs and pavements, and along the slabs themselves if the excavations are confined to only building entrances. To address this issue, we recommend sloping the excavations to remove frost-susceptible soils at a minimum 3:1 (horizontal: vertical) gradient. Another alternative for reducing frost heave is to support the slabs on frost depth footings. A void space of at least 4 inches should be provided between the slab and underlying soil to allow the soil to heave without affecting the slabs. 4.8 Site Grading and Drainage We recommend the site be graded to provide positive run-off away from the proposed buildings. We recommend landscaped areas be sloped a minimum of 6 inches within 10 feet of the building and slabs be sloped a minimum of 2 inches. In addition, we recommend downspouts with long splash blocks or extensions for each house. We recommend the lowest floor grades be constructed to maintain at least a 4-foot separation between the lowest floor slab and observed groundwater and at least a 2-foot separation between the lowest floor slab and 100-year flood levels of any adjacent water features such as wetlands, ponds or ditches. 4.9 Utilities We anticipate that the utilities will be supported on engineered fill, native alluvial clay or native clayey glacial till soils. In our opinion, these soils are generally suitable for pipe support. We recommend removing all topsoil, Fill, soft clays or other unsuitable soils, if encountered, beneath utilities prior to placement. We recommend bedding material be thoroughly compacted around the pipes. We recommend trench backfill above the pipes be compacted to a minimum of 95 percent beneath slabs and pavements, the exception being within 3 feet of the proposed pavement subgrade, where 100 percent of standard Proctor density is required. In landscape areas, we recommend a minimum compaction of 90 percent. We anticipate that groundwater will be encountered in areas which can be controlled with sumps and pumps. 4.10 Bituminous Pavements We recommend that the bituminous pavements be designed and constructed in accordance with City of Chanhassen standard plates. The following paragraphs provide general pavement recommendations in the absence of the City of Chanhassen standard plates. 10 We recommend removing all vegetation, topsoil, Fill, soft clays and other unsuitable soils be removed from below the pavement and oversize areas. Prior to placing the sand sub- base and aggregate base (Class 5), we recommend test rolling the subgrade with a loaded tandem truck to identify soft, weak, loose, or unstable areas that may require additional subcuts. Backfill to attain pavement subgrade elevation can consist of any mineral soil provided it is free of organic material or other deleterious materials. Granular fill classified as SP or SP-SM should be placed within 65 percent to 105 percent of its optimum moisture content as determined by the standard Proct or. Remaining fill soils should be placed within 3 percentage points above and 1 percentage point below its optimum moisture content as determined by the standard Proctor. All fill should be placed in thin lifts and be compacted to a minimum of 95 percent of its standard Proctor maximum dry density with a large self-propelled vibratory compactor operating in vibratory mode. The upper 3 feet of fill and backfill should be compacted to a minimum of 100 percent of its standard Proctor maximum dry density. R-Value testing was beyond the scope of this project. The soil borings encountered cohesive soils meeting the ASTM classifications of CL and CL-ML. It is our opinion an R- Value of 10 can be used for pavement design. The City of Chanhassen pavement section includes a sand sub-base below the aggregate base course in the new pavement areas. We recommend the sub-base extend beneath the curbs and to 2 feet beyond the outside edges of the curbs for frost and drainage uniformity. Sand layers outside the curbs should be capped with slow draining clayey soil to reduce surface water infiltration. We recommend that drainpipes (finger drains) be installed in the sand sub-base to remove infiltrating water. The finger drains should be connected to the catch basins. The slope of the bottom of the sub-cut should be such that water is directed to the drainage areas. The sub-cut bottom should not include depressions that can act as reservoirs for water collection. 4.11 Pavement Materials We recommend the sand subbase consist of sands with less than 12% passing the #200 sieve, such as MN/DOT 3149.2B2 (Select Granular Borrow). We recommend the sand subbase be compacted to 100 percent of its maximum standard Proctor dry density. We recommend aggregate base meeting MN/DOT specification 3138 for Class 5 aggregate base. We recommend the aggregate base be compacted to 100 percent of its maximum standard Proctor dry density. We recommend that the bituminous wear and base courses meet the requirement of MN/DOT specification 2360. We recommend the bituminous pavements be compacted to at least 92% of the maximum theoretical density. We assume the streets/roadways will include concrete curb and gutter. We recommend specifying concrete that has a minimum 28-day compressive strength of 3,900 psi. We 11 recommend specifying 5 to 8 percent entrained air for exposed concrete to provide resistance to freeze-thaw deterioration. We recommend slump, air content and compressive strength test of Portland cement concrete. 4.12 Soil Infiltration Based on the Site Plan provided, it appears the project will include a storm water pond in the west portion of the site. The soil borings generally encountered native alluvial and clayey glacial till soils which are relatively impermeable and generally unsuitable for storm water infiltration. We recommend using the infiltration rates provided in the MPCA Minnesota Stormwater Manual for infiltration system design which are summarized in the Table 5. Table 5. Design Infiltration Rates Soil Types Design Infiltration Rate (in/hr) Sandy Lean Clay (CL) 0.06 Silty Clay (CL-ML) 0.06 Field tests (double ring infiltrometer) could be performed within the proposed basin area to verify infiltration rates of the in-situ soils. We would be pleased to provide these services if required or requested. 5.0 CONSTRUCTION CONSIDERATIONS 5.1 Excavation The soils encountered in the borings at the anticipated excavation depths consist of cohesive (clay) soils composed of lean clay, sandy lean clay and silty clay corresponding to the ASTM Classifications of CL and CL-ML. The clay soils identified in the borings will generally be Type B soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. Temporary excavations in Type B soils should be constructed at a minimum of 1 foot horizontal to every 1 foot vertical within excavations. Slopes constructed in this manner may still exhibit surface sloughing. If site constraints do not allow the construction of slopes with these dimensions then temporary shoring may be required. 5.2 Observations A geotechnical engineer should observe the excavation subgrade to evaluate if the subgrade soils are similar to those encountered in the borings and adequate to support the proposed construction. 12 5.3 Backfill and Fills Site soils that will be excavated and reused as backfill and fill appear to be below and above their assumed optimum moisture content. We anticipate it will be necessary to moisture condition (dry) these soils to achieve the recommended compaction. We recommend that fill and backfill be placed in lifts not exceeding 4 to 12 inches, depending on the size of the compactor and materials used. 5.4 Testing We recommend density tests of backfill and fills placed for the new residential development. Samples of the proposed materials should be submitted to our laboratory prior to placement for evaluation of their suitability and to determine their optimum moisture content and maximum dry density (Standard Proctor). 5.5 Winter Construction If site grading and construction is anticipated to proceed during cold weather, all snow and ice should be removed from cut and fill areas prior to additional grading and placement of fill. No fill should be placed on frozen soil and no frozen soil should be used as fill or backfill. Concrete delivered to the site should meet the temperature requirements of ASTM and/or ACI. Concrete should not be placed on frozen soil. Concrete should be protected from freezing until the necessary strength is obtained. Frost should not be permitted to penetrate below the footings. 6.0 PROCEDURES 6.1 Soil Classification The drill crew chief visually and manually classified the soils encountered in the borings in general accordance with ASTM D 2488, “Description and Identification of Soils (Visual- Manual Procedure)”. Soil terminology notes are included in the Appendix. The samples were returned to our laboratory for review of the field classification by a soils engineer. Samples will be retained for a period of 30 days. 6.2 Groundwater Observations Immediately after taking the final samples in the bottom of the boring s, the holes were checked for the presence of groundwater. Immediately after removing the augers from the borehole the holes were once again checked and the depth to water and cave-in depths were noted. 13 7.0 GENERAL 7.1 Subsurface Variations The analyses and recommendations presented in this report are based on data obtained from a limited number of soil borings. Variations can occur away from the borings, the nature of which may not become apparent until additional exploration work is completed or construction is conducted. A reevaluation of the recommendations in this report should be made after performing on-site observations during construction to note the characteristics of any variations. The variations may result in additional foundation costs and it is suggested that a contingency be provided for this purpose. It is recommended that we be retained to perform the observation and testing program during construction to evaluate whether the design is as expected, i f any design changes have affected the validity of our recommendations, and if our recommendations have been correctly interpreted and implemented in the designs, specifications and construction methods. This will allow correlation of the soil conditions encountered during construction to the soil borings and will provide continuity of professional responsibility. 7.2 Review of Design This report is based on the design of the proposed structure(s) as related to us for preparation of this report. It is recommended that we be retained to review the geotechnical aspects of the design and specifications. With the review we will evaluate whether any changes have affected the validity of the recommendations and whether our recommendations have been correctly interpreted and implemented in the design and specifications. 7.3 Groundwater Fluctuations We made water level measurements in the borings at the times and under the conditions stated on the boring logs. The data was interpreted in the text of this report. The period of observation was relatively short and fluctuations in the groundwater level may occur due to rainfall, flooding, irrigation, spring thaw, drainage, and other seasonal and annual factors not evident at the time the observations were made. Design drawings and specifications and construction planning should recognize the possibility of fluctuations. 7.4 Use of Report This report is for the exclusive use of Homestead Partners and their design team to use to design the proposed structure and prepare construction documents. In the absence of our written approval, we make no representation and assume no responsibility to other parties regarding this report. The data, analysis and recommendations may not be appropriate for other structures or purposes. We recommend that parties contemplating other structures or purposes contact us. 14 7.5 Level of Care Haugo GeoTechnical Services, LLC has used the degree of skill and care ordinarily exercised under similar circumstance by members of the profession currently practicing in this locality. No warranty expressed or implied is made. APPENDIX = Approximate Soil Boring Location SB-4 SB-1 SB-3 SB-2 Haugo GeoTechnical Services. 2825 Cedar Avenue S. Minneapolis, MN 55407 SB-5 Figure #: 1 Drawn By: RD Date: 6/15/17 Scale: None Project #: 17-0479 SB-6 Soil Boring Location Sketch Vistas at Bentz Farm 2nd Chanhassen, Minnesota HGTS# 17-0479 Figure 2: GPS Boring Locations Referencing Minnesota County Coordinates Basis – Carver County (GEOID09 Conus model). Boring Number Elevation (US Survey Feet) Northing Coordinate Easting Coordinate SB-1 967.0 183311.036 548507.422 SB-2 962.3 183411.200 548293.893 SB-3 970.2 183441.305 548403.754 SB-4 971.8 183373.067 548773.917 SB-5 977.7 183403.952 548976.300 SB-6 982.3 183521.556 548992.346 Silty Sand, black, moist. (Topsoil) (CL) Lean Clay, trace Gravel, rust staining, brown to mottled brown and grey, wet, rather stiff to medium. (Alluvium) (CL) Sandy Lean Clay, trace Gravel, rust staining, brown, moist to wet, medium to rather stiff. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, grey, moist, rather stiff to stiff. (Glacial Till) Bottom of borehole at 21.0 feet. AU 25 SS 26 SS 27 SS 28 SS 29 SS 30 SS 31 SS 32 3-4-5 (9) 2-3-3 (6) 3-4-4 (8) 3-5-5 (10) 3-4-5 (9) 2-4-6 (10) 4-6-7 (13) 21 NOTES GROUND ELEVATION 967 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 6/12/17 COMPLETED 6/12/17 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered with Cave-In Depth of 4 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 NOTESMOISTURE CONT.(%)PAGE 1 OF 1 BORING NUMBER SB-1 CLIENT Homestead Partners PROJECT NUMBER 17-0479 PROJECT NAME Vistas at Bentz Farm 2nd PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 6/27/17 08:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-0479 VISTAS AT BENTZ FARM 2ND.GPJHaugo GeoTechnical Services 2825 Cedar Ave Minneapolis, MN 554057 Telephone: 612-729-2959 Silty Clay, black, moist. (Topsoil) (CL-ML) Silty Clay, mottled brown and grey, wet. (Alluvium) Bottom of borehole at 10.0 feet. 40.5 NOTES GROUND ELEVATION 962.3 ft LOGGED BY MS DRILLING METHOD Hand Auger DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 6/12/17 COMPLETED 6/12/17 AT TIME OF DRILLING 4.00 ft / Elev 958.30 ft AT END OF DRILLING --- Not Encountered AFTER DRILLING 4.00 ft / Elev 958.30 ft HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 NOTESMOISTURE CONT.(%)PAGE 1 OF 1 BORING NUMBER SB-2 CLIENT Homestead Partners PROJECT NUMBER 17-0479 PROJECT NAME Vistas at Bentz Farm 2nd PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 6/27/17 08:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-0479 VISTAS AT BENTZ FARM 2ND.GPJHaugo GeoTechnical Services 2825 Cedar Ave Minneapolis, MN 554057 Telephone: 612-729-2959 Silty Clay, black, moist. (Topsoil) (CL-ML) Silty Clay, dark brown, wet. (Alluvium) (CL-ML) Silty Clay, mottled brown and grey, wet. (Alluvium) Bottom of borehole at 10.0 feet. 29.5 NOTES GROUND ELEVATION 970.2 ft LOGGED BY MS DRILLING METHOD Hand Auger DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 6/12/17 COMPLETED 6/12/17 AT TIME OF DRILLING 5.00 ft / Elev 965.20 ft AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 NOTESMOISTURE CONT.(%)PAGE 1 OF 1 BORING NUMBER SB-3 CLIENT Homestead Partners PROJECT NUMBER 17-0479 PROJECT NAME Vistas at Bentz Farm 2nd PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 6/27/17 08:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-0479 VISTAS AT BENTZ FARM 2ND.GPJHaugo GeoTechnical Services 2825 Cedar Ave Minneapolis, MN 554057 Telephone: 612-729-2959 Poorly Graded Sand with Silt, fine to medium grained, trace Gravel, brown, moist. (FILL) Lean Clay, black, wet. (Topsoil) (CL) Lean Clay, trace Gravel, rust staining, mottled brown and grey, wet, soft. (Alluvium) (SC) Clayey Sand, fine to medium grained, trace Gravel, rust staining, mottled brown and grey, loose. (Alluvium) (CL) Sandy Lean Clay, trace Gravel, rust staining, brown, moist to wet, medium to rather stiff. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, grey, moist, rather stiff to stiff. (Glacial Till) Bottom of borehole at 21.0 feet. AU 17 SS 18 SS 19 SS 20 SS 21 SS 22 SS 23 SS 24 2-2-3 (5) 1-1-1 (2) 2-2-4 (6) 2-3-4 (7) 3-5-5 (10) 3-4-6 (10) 4-7-9 (16) 28.5 NOTES GROUND ELEVATION 971.8 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 6/12/17 COMPLETED 6/12/17 AT TIME OF DRILLING 10.00 ft / Elev 961.80 ft AT END OF DRILLING --- Not Encountered AFTER DRILLING 3.00 ft / Elev 968.80 ft with Cave-In Depth of 13 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 NOTESMOISTURE CONT.(%)PAGE 1 OF 1 BORING NUMBER SB-4 CLIENT Homestead Partners PROJECT NUMBER 17-0479 PROJECT NAME Vistas at Bentz Farm 2nd PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 6/27/17 08:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-0479 VISTAS AT BENTZ FARM 2ND.GPJHaugo GeoTechnical Services 2825 Cedar Ave Minneapolis, MN 554057 Telephone: 612-729-2959 Silty Clay, black, moist. (Topsoil) (CL-ML) Silty Clay, trace Gravel, with Poorly Graded Sand with Silt seams, rust staining, mottled brown and grey, wet, rather soft to rather stiff. (Alluvium) (CL) Sandy Lean Clay, trace Gravel, rust staining, brown, moist, rather stiff to very stiff. (Glacial Till) Bottom of borehole at 21.0 feet. AU 9 SS 10 SS 11 SS 12 SS 13 SS 14 SS 15 SS 16 2-2-3 (5) 1-2-4 (6) 2-2-4 (6) 2-4-6 (10) 2-4-7 (11) 3-6-7 (13) 7-8-10 (18) 20.5 23 NOTES GROUND ELEVATION 977.7 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 6/12/17 COMPLETED 6/12/17 AT TIME OF DRILLING 6.00 ft / Elev 971.70 ft AT END OF DRILLING --- Not Encountered AFTER DRILLING 3.80 ft / Elev 973.90 ft with Cave-In Depth of 12 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 NOTESMOISTURE CONT.(%)PAGE 1 OF 1 BORING NUMBER SB-5 CLIENT Homestead Partners PROJECT NUMBER 17-0479 PROJECT NAME Vistas at Bentz Farm 2nd PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 6/27/17 08:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-0479 VISTAS AT BENTZ FARM 2ND.GPJHaugo GeoTechnical Services 2825 Cedar Ave Minneapolis, MN 554057 Telephone: 612-729-2959 Silty Clay, black, moist. (Topsoil) (CL) Lean Clay, trace Gravel, dark brown, moist to wet, medium. (Alluvium) (CL-ML) Silty Clay, trace Gravel, rust staining, mottled brown and grey, moist to wet, medium to rather stiff. (Alluvium) (CL) Sandy Lean Clay, trace Gravel, rust staining, grey, moist, stiff to very stiff. (Glacial Till) Bottom of borehole at 21.0 feet. AU 1 SS 2 SS 3 SS 4 SS 5 SS 6 SS 7 SS 8 3-3-4 (7) 3-3-3 (6) 2-4-5 (9) 6-8-12 (20) 6-9-11 (20) 6-7-9 (16) 5-7-6 (13) 23.5 27 NOTES GROUND ELEVATION 982.3 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 6/12/17 COMPLETED 6/12/17 AT TIME OF DRILLING 15.00 ft / Elev 967.30 ft AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered with Cave-In Depth of 4 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 NOTESMOISTURE CONT.(%)PAGE 1 OF 1 BORING NUMBER SB-6 CLIENT Homestead Partners PROJECT NUMBER 17-0479 PROJECT NAME Vistas at Bentz Farm 2nd PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 6/27/17 08:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-0479 VISTAS AT BENTZ FARM 2ND.GPJHaugo GeoTechnical Services 2825 Cedar Ave Minneapolis, MN 554057 Telephone: 612-729-2959