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Stormwater Management Plan - West Park (7-7-17)
Stormwater Management Hydrologic and Hydraulic Study West Park Chanhassen, MN Riley Purgatory Bluff Creek Watershed District Watershed Submittal - May 19th, 2017 Watershed Comments – June 5th, 2017 City Re-Submittal – June 20th, 2017 City Eng. Comments – July 7th, 2017 West Park Stormwater Management Study July 7th, 2017 Alliant Engineering, Inc. Page 1 of 6 216-0199 Introduction Included in this report are the materials necessary for review of the proposed stormwater management plan for West Park residential development in Chanhassen, Minnesota. This stormwater management plan was designed to meet the rules established by Riley Purgatory Bluff Creek Watershed District. Background This report analyzes the proposed West Park development project limits with a disturbed area of 10.5 ac. The study property abuts existing Waters Edge Dr. to the west and north, existing Great Plains Blvd to the east, and existing Highway 212 to the south. The property is bisected into a north parcel and a south parcel by Lake Susan Dr. The entire project has 3 major discharge points. Most of the north parcel discharges through a culvert, under Great Plains Blvd., to the east. The northern portion of the north parcel discharges into existing storm sewer in Waters Edge Dr. The south parcel discharges through a culvert to the south towards Highway 212 storm sewer. The plat ultimately includes a total of 64 townhomes in the north parcel and 18 townhomes in the south parcel. The property contains topography varying in elevation from 896 (southwest corner) to 918 feet (northeast corner). The proposed development will have a home owner’s association established for the maintenance and protection of common areas and a proposed irrigation system. Please refer to the preliminary plat submittal plan documents for additional design information of the proposed development. The stormwater management plan for proposed site conditions will meet the guidelines set forth by the City of Chanhassen and Riley Purgatory Bluff Creek Watershed District regarding storm water quality and volume abstraction. The following criterion was used in designing the storm water management system: • Post-development peak runoff rates from the site for the 2 (2.87 in), 10 (4.26 in) and 100 (7.38 in) -year 24-hour MSE-3 storm events must not be greater than the pre-development condition rates per Riley Purgatory Bluff Creek Watershed District rules. • Post-development peak runoff rate for the 100-year 10-day MSE-3 snowmelt event must not be greater than the pre-development condition rate per Riley Purgatory Bluff Creek Watershed District rules. • Provide for the abstraction onsite of 1.1 inches of runoff from impervious surface of the parcel. • Provide at least 60% annual removal efficiency for total phosphorus (TP) from site runoff. • Provide at least 90% annual removal efficiency for total suspended solids (TSS) from site runoff. • Provide NURP storage in proposed ponds equivalent to a 2.5” rainfall event runoff. • Public storm sewer shall be sized for the 10-year event using the rational method. • Pond emergency overflow for flows greater than 100-year event must be provided. Runoff Rate Control All rate control calculations have been performed using the SCS method via HydroCAD software. Four storm events were modeled including: 2-year, 10-year, 100-year, 24-HR MSE-3 events, and the 100-year MSE-3 10-day snowmelt event with precipitation amounts of 2.87, 4.26, 7.38, and 7.2-inches, respectively. An additional event with precipitation of 2.50-inches was also modeled to determine if NURP requirements were met. Times of concentration were determined by utilizing the lag method West Park Stormwater Management Study July 7th, 2017 Alliant Engineering, Inc. Page 2 of 6 216-0199 (longest flow path), sheet flow, and direct entry values determined from the storm sewer design spreadsheet (see appendix). HydroCAD curve numbers were used for all calculations. The analysis will demonstrate that the proposed peak rate of runoff from the site is less than the pre-development rate of runoff for all modeled events. Existing Conditions The existing site, which is undeveloped, consists of grass areas, along with 4 buildings in the north parcel of the property and a small pond in the south parcel. Soil types were determined from the NRCA Web Soil Survey and the Geotechnical Report. Based on given information the site was modeled in HydroCAD with C soils. A curve number of 74 was used to model existing grass areas. The existing site conditions provide three discharge locations: North, East, and South. The north parcel has discharges to the North and East. The south side has a discharge to the South. Offsite drainage that travels through the site from areas adjacent to the property were incorporated into the model to accurately reflect current discharge conditions. The existing conditions include a total on-site impervious surface area of 0.65 acres. Please refer to the existing conditions drainage & cover map and HydroCAD results for additional information and calculations. Pre-Development Runoff Rates as calculated by HydroCAD: Rainfall Event Total North Total East Total South [cfs] [cfs] [cfs] 2-year (2.87”) 1.92 8.59 1.39 10-year (4.26”) 4.20 18.31 3.92 100-year (7.38”) 9.96 38.08 8.82 100-year Snow Melt 0.23 1.45 0.90 Proposed Conditions Proposed conditions for the site assume that soils will be compacted during grading/construction, therefore D-soils were modeled to obtain conservative discharge results. Specifically, disturbed pervious areas were modeled to have a curve number of 80 in HydroCAD. The proposed site has the same three discharge locations: North, East, and South. The proposed model includes the same offsite drainage considered in existing conditions. Direct entry and sheet flow were used for times of concentration. The direct entry inputs were generated from the storm sewer spreadsheet which derives a cumulative time of concentration by using the rational method. Times of concentration by use of sheet flow includes the breakout of different pervious and impervious surfaces and their correlating slopes. Due to grading constrains in the south parcel, 0.324 acres of grass area were rerouted to discharge at a different culvert than in existing conditions, and which connects to Highway 212 storm sewer. The entire south parcel has the same ultimate discharge point in the storm sewer. West Park Stormwater Management Study July 7th, 2017 Alliant Engineering, Inc. Page 3 of 6 216-0199 The proposed conditions include a total on-site impervious surface area of 4.88 acres. Even though there is an increase in impervious surface, the direct peak runoff will be reduced in the north parcel by the addition of a proposed NURP pond that incorporates stormwater reuse and in the south parcel by an infiltration basin. Most of the new impervious runoff created by the development will be captured and routed to the pond or infiltration basin for treatment. Outlet control structures in both basins will provide discharge rate control to meet existing condition rates. The proposed condition peak runoff rates for the modeled storm events have been matched or reduced from those of the pre-development conditions for all modeled events. Please refer to the proposed conditions drainage & cover map and HydroCAD reports for proposed drainage areas and calculations. Post-Development Runoff Rates as calculated by HydroCAD: Rainfall Event Total North Total East Total South [cfs] [cfs] [cfs] 2-year (2.87”) 1.90 cfs 6.73 cfs 1.38 cfs 10-year (4.26”) 3.50 cfs 17.98 cfs 3.81 cfs 100-year (7.38”) 7.23 cfs 25.42 cfs 8.72 cfs 100-year Snow Melt 0.15 cfs 1.32 cfs 0.83 cfs Pond 1 HWL: 905.95 ft Pond 1 NWL: 902.00 ft Infiltration Basin 1 HWL: 903.92 ft Stormwater Abstraction Abstraction Requirements RPBCWD requires 1.1” of volume abstraction over impervious surface of the parcel. North parcel impervious = 3.717 acres (161,906 sf) Required Abstraction per RPBCWD: 1.1 𝑖𝑚 (𝑎𝑎𝑟𝑟𝑟𝑎𝑎𝑟𝑖𝑚𝑚)∗3.717 (𝑎𝑎 𝑚𝑒 𝑖𝑚𝑚𝑒𝑟𝑟𝑖𝑚𝑟𝑟)∗43560𝑓𝑡2 1𝑎𝑐∗1𝑓𝑡 12𝑖𝑛=𝟏𝟒,𝟖𝟒𝟏 𝒄𝒇 South parcel impervious = 1.177 acres (51,258 sf) Required Abstraction per RPBCWD: 1.1 𝑖𝑚 (𝑎𝑎𝑟𝑟𝑟𝑎𝑎𝑟𝑖𝑚𝑚)∗1.177 (𝑎𝑎 𝑚𝑒 𝑖𝑚𝑚𝑒𝑟𝑟𝑖𝑚𝑟𝑟)∗43560𝑓𝑡2 1𝑎𝑐∗1𝑓𝑡 12𝑖𝑛=𝟒,𝟔𝟖𝟖 𝒄𝒇 Abstraction Volume Provided The north parcel will meet the abstraction requirement by utilizing a stormwater capture and reuse system. The pond in this system will always have a minimum pool depth of 4 ft. The pond can store a volume of 33,809 cf above the minimum pool depth. This volume is capable of irrigation for 2 weeks at rates between 1 in./wk. to a maximum of 1.37 in./wk. In total, an area of 149,150 sf is planned to be irrigated using capture and reuse. On average, a rate of 1” per week will be applied. The Ramsey Washington Metro Watershed District stormwater reuse West Park Stormwater Management Study July 7th, 2017 Alliant Engineering, Inc. Page 4 of 6 216-0199 calculator was used to calculate an abstraction volume credit. By inputting the irrigation & watershed data into the calculator, a credit of 16,789 cf will be applied to meet the abstraction requirement. The attached proposed conditions drainage map shows the minimum area to be irrigated to meet the abstraction requirement. It is planned for the system to be operated and maintained by the HOA. In the possible scenario that the pond is drained to its minimum depth, potable water will be used as a secondary water source to maintain irrigation rates. Attached in the appendix is an irrigation system detail that shows the components of the proposed system. The south parcel will meet the abstraction requirement through infiltration. The infiltration basin will be in the southwest corner of the property where there are current elevations of 898 ft. Based on test pit TP-1 of the Geotechnical Report, the soils between 892 ft and the current surface are poor soils, while below 892 ft they are A/B soils. The groundwater table also lies at 892 ft. Given that this area has poor soils, it will be excavated to an elevation of 892 ft. Starting at 892 ft, the soil will be replaced with infiltration media/fill that may be material from onsite if equivalent to B soil. The top 12 in. (under the basin bottom) will be an infiltration media including 50% sand and 50% compost to promote vegetation growth. The bottom of the proposed infiltration basin will be at 899 ft, 7’ above groundwater level. The bottom of the basin was also set at this elevation to accommodate existing storm sewer elevations from the adjacent existing parking lot East of the project. For calculation purposes, the basin was modeled using C soils with an infiltration rate of 0.20 in./hr. The maximum depth that the infiltration basin can drawdown in 48 hours is 0.8 ft and therefore the outlet will be set at 899.8 ft (0.8 ft above the basin bottom of 899 ft). The infiltration basin will provide an abstraction volume of 4,932 cf. This volume is taken between 899 to 899.8 ft. Stormwater Quality The proposed NURP pond has been designed to meet the EPA’s Nationwide Urban Runoff Program’s detention pond standards to improve water quality. The pond meets the watershed requirement of achieving 60% or greater total phosphorus removal by providing dead storage for the 2.5” rainfall event as calculated by HydroCAD. The runoff generated from 2.5” over the contributing drainage area is shown below: Summary of NURP Pond: Stormwater Pond 2.5" NURP Volume Required (HydroCAD) Dead Pool Volume Provided (HydroCAD) (AF) (AF) Pond-1 0.913 0.923 RPBCWD requires 60% TP and 90% TSS removal efficiencies for water quality treatment. P8 software was used to show that the pond in the north parcel and the infiltration basin in the south parcel meet these requirements. Also, to provide pretreatment for stormwater in the south parcel, the basin will have 2 forebays; one at each inlet. Each forebay will be 10% the area of the basin surface area, as recommended by the MPCA. West Park Stormwater Management Study July 7th, 2017 Alliant Engineering, Inc. Page 5 of 6 216-0199 Summary of P8 results: BMP TSS Removal Efficiency (%) TP Removal Efficiency (%) Pond-1 91.5 60.6 Infiltration Basin-1 95.7 85.3 Erosion and Sediment Control Plan The following Best Management Practices (BMP’s) are proposed for the project. Temporary erosion control devices shown on the grading plan to provide sediment control during project construction include: • Silt fence and J-Hooks • Rock construction entrance • Inlet sediment barriers at catch basins • Erosion control blankets • Temporary sediment ponds • Bio-rolls • Diversion berms Permanent erosion control devices shown to be installed include: • Rip rap at storm sewer pipe outlets • Turf reinforcement mat at emergency spillways • Seeding / vegetation Conclusion Alliant Engineering believes that the proposed design is acceptable for all parties involved. The proposed peak discharge rates for the 2-year, 10-year and 100-year 24-hour, and 100-year, 10-day snowmelt storm events will be matched or reduced from existing conditions modeled rates. The proposed stormwater management system meets the water quality requirement by incorporating a NURP pond and an infiltration basin. The abstraction requirement is being met by using a capture and reuse irrigation system in the north parcel, and infiltration basin in the south parcel. The proposed grading plan also utilizes Best Management Practices whenever possible to provide adequate erosion control measures to contain sediment during construction. Please call me at 612-767-9366 with any questions or comments regarding stormwater issues for West Park residential development project. Sincerely, Nelson Soto, EIT Alliant Engineering, Inc. CC: File 216-0199 West Park Stormwater Management Study July 7th, 2017 Alliant Engineering, Inc. Page 6 of 6 216-0199 APPENDIX - Precipitation Frequency Data - Existing Conditions Drainage & Cover Map - Existing Conditions - HydroCAD Results - Proposed Conditions Drainage & Cover Map - Proposed Conditions – HydroCAD Results - Infiltration Basin – HydroCAD Results - NURP Pond – HydroCAD Results - P8 Results - Stormwater Reuse Calculator – RWMWD Spreadsheet - Stormwater Reuse Irrigation System Detail - Storm sewer Sizing Spreadsheet - USDA Hydrologic Soil Group Map - Geotechnical Report - Preliminary Plat Plans WEST PARK CHANHASSEN, MN EXISTING CONDITIONS DRAINAGE & COVER MAP E1 Runoff to Waters Edge Dr E2 Direct Runoff to 1P E3 Direct Runoff to 1P E4 Direct Runoff to 2P E5 Direct Runoff to 2P 1P North Pond 2P South Pond 1L TOTAL NORTH 2L TOTAL EAST 3L TOTAL SOUTH Routing Diagram for edrn C soils Prepared by Alliant Engineering Inc., Printed 5/17/2017 HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Subcat Reach Pond Link edrn C soils Printed 5/17/2017Prepared by Alliant Engineering Inc. Page 2HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 12.389 74 >75% Grass cover, Good, HSG C (E1, E2, E3, E4, E5) 0.398 96 Gravel surface, HSG C (E2) 0.875 98 Paved parking, HSG A (E1, E4, E5) 0.070 98 Roofs, HSG A (E3) 0.209 98 Unconnected roofs, HSG A (E2) MSE 24-hr 3 2-yr Rainfall=2.87"edrn C soils Printed 5/17/2017Prepared by Alliant Engineering Inc. Page 3HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E1: Runoff to Waters Edge Dr Runoff = 1.92 cfs @ 12.12 hrs, Volume= 0.087 af, Depth= 0.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (sf) CN Description 50,275 74 >75% Grass cover, Good, HSG C 1,563 98 Paved parking, HSG A 51,838 75 Weighted Average 50,275 96.98% Pervious Area 1,563 3.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.5 195 0.0500 0.73 Lag/CN Method, Summary for Subcatchment E2: Direct Runoff to 1P Runoff = 7.99 cfs @ 12.22 hrs, Volume= 0.499 af, Depth= 0.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (sf) CN Description 254,607 74 >75% Grass cover, Good, HSG C 9,090 98 Unconnected roofs, HSG A 17,321 96 Gravel surface, HSG C 281,018 76 Weighted Average 271,928 96.77% Pervious Area 9,090 3.23% Impervious Area 9,090 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.8 595 0.0340 0.77 Lag/CN Method, Summary for Subcatchment E3: Direct Runoff to 1P Runoff = 2.17 cfs @ 12.08 hrs, Volume= 0.086 af, Depth= 0.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-yr Rainfall=2.87" MSE 24-hr 3 2-yr Rainfall=2.87"edrn C soils Printed 5/17/2017Prepared by Alliant Engineering Inc. Page 4HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Description 48,429 74 >75% Grass cover, Good, HSG C 3,070 98 Roofs, HSG A 51,499 75 Weighted Average 48,429 94.04% Pervious Area 3,070 5.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 80 0.2500 1.36 Lag/CN Method, Summary for Subcatchment E4: Direct Runoff to 2P Runoff = 4.17 cfs @ 12.24 hrs, Volume= 0.272 af, Depth= 1.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (sf) CN Description 80,891 74 >75% Grass cover, Good, HSG C 36,024 98 Paved parking, HSG A 116,915 81 Weighted Average 80,891 69.19% Pervious Area 36,024 30.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment E5: Direct Runoff to 2P Runoff = 2.49 cfs @ 12.25 hrs, Volume= 0.168 af, Depth= 0.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (sf) CN Description 105,454 74 >75% Grass cover, Good, HSG C 510 98 Paved parking, HSG A 105,964 74 Weighted Average 105,454 99.52% Pervious Area 510 0.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 525 0.0250 0.61 Lag/CN Method, MSE 24-hr 3 2-yr Rainfall=2.87"edrn C soils Printed 5/17/2017Prepared by Alliant Engineering Inc. Page 5HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Pond 1P: North Pond Inflow Area = 7.634 ac, 3.66% Impervious, Inflow Depth = 0.92" for 2-yr event Inflow = 8.67 cfs @ 12.22 hrs, Volume= 0.586 af Outflow = 8.59 cfs @ 12.23 hrs, Volume= 0.586 af, Atten= 1%, Lag= 0.9 min Primary = 8.59 cfs @ 12.23 hrs, Volume= 0.586 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 898.65' @ 12.23 hrs Surf.Area= 375 sf Storage= 152 cf Plug-Flow detention time= 0.1 min calculated for 0.585 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 833.7 - 833.6 ) Volume Invert Avail.Storage Storage Description #1 897.46' 140,832 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 897.46 0 0.0 0 0 0 898.00 82 36.0 15 15 104 900.00 1,653 165.0 1,402 1,417 2,177 902.00 6,058 324.0 7,250 8,667 8,383 904.00 12,013 580.0 17,735 26,402 26,822 906.00 24,753 1,003.0 36,007 62,408 80,131 908.00 55,738 1,610.0 78,423 140,832 206,375 Device Routing Invert Outlet Devices #1 Primary 897.46'30.0" Round Culvert L= 228.3' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 897.46' / 894.06' S= 0.0149 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf #2 Secondary 907.90'50.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=8.41 cfs @ 12.23 hrs HW=898.64' (Free Discharge) 1=Culvert (Inlet Controls 8.41 cfs @ 3.70 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=897.46' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 2P: South Pond Inflow Area = 5.117 ac, 16.39% Impervious, Inflow Depth = 1.03" for 2-yr event Inflow = 6.66 cfs @ 12.24 hrs, Volume= 0.439 af Outflow = 1.39 cfs @ 12.75 hrs, Volume= 0.439 af, Atten= 79%, Lag= 30.4 min Primary = 1.39 cfs @ 12.75 hrs, Volume= 0.439 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-yr Rainfall=2.87"edrn C soils Printed 5/17/2017Prepared by Alliant Engineering Inc. Page 6HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Starting Elev= 899.53' Surf.Area= 14,741 sf Storage= 23,591 cf Peak Elev= 900.06' @ 12.75 hrs Surf.Area= 17,486 sf Storage= 32,091 cf (8,500 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 230.2 min ( 1,061.0 - 830.9 ) Volume Invert Avail.Storage Storage Description #1 896.00' 82,891 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 896.00 39 34.0 0 0 39 898.00 8,469 590.0 6,055 6,055 27,655 900.00 17,015 1,002.0 24,992 31,047 79,874 902.00 36,001 1,446.0 51,844 82,891 166,403 Device Routing Invert Outlet Devices #1 Primary 899.53'18.0" Round Culvert L= 9.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 899.53' / 899.08' S= 0.0500 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2 Secondary 901.90'35.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=1.39 cfs @ 12.75 hrs HW=900.06' (Free Discharge) 1=Culvert (Inlet Controls 1.39 cfs @ 2.48 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=899.53' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link 1L: TOTAL NORTH Inflow Area = 1.190 ac, 3.02% Impervious, Inflow Depth = 0.88" for 2-yr event Inflow = 1.92 cfs @ 12.12 hrs, Volume= 0.087 af Primary = 1.92 cfs @ 12.12 hrs, Volume= 0.087 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Summary for Link 2L: TOTAL EAST Inflow Area = 7.634 ac, 3.66% Impervious, Inflow Depth = 0.92" for 2-yr event Inflow = 8.59 cfs @ 12.23 hrs, Volume= 0.586 af Primary = 8.59 cfs @ 12.23 hrs, Volume= 0.586 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-yr Rainfall=2.87"edrn C soils Printed 5/17/2017Prepared by Alliant Engineering Inc. Page 7HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Link 3L: TOTAL SOUTH Inflow Area = 5.117 ac, 16.39% Impervious, Inflow Depth = 1.03" for 2-yr event Inflow = 1.39 cfs @ 12.75 hrs, Volume= 0.439 af Primary = 1.39 cfs @ 12.75 hrs, Volume= 0.439 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-yr Rainfall=4.26"edrn C soils Printed 5/17/2017Prepared by Alliant Engineering Inc. Page 8HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E1: Runoff to Waters Edge Dr Runoff = 4.20 cfs @ 12.11 hrs, Volume= 0.185 af, Depth= 1.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-yr Rainfall=4.26" Area (sf) CN Description 50,275 74 >75% Grass cover, Good, HSG C 1,563 98 Paved parking, HSG A 51,838 75 Weighted Average 50,275 96.98% Pervious Area 1,563 3.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.5 195 0.0500 0.73 Lag/CN Method, Summary for Subcatchment E2: Direct Runoff to 1P Runoff = 17.27 cfs @ 12.21 hrs, Volume= 1.043 af, Depth= 1.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-yr Rainfall=4.26" Area (sf) CN Description 254,607 74 >75% Grass cover, Good, HSG C 9,090 98 Unconnected roofs, HSG A 17,321 96 Gravel surface, HSG C 281,018 76 Weighted Average 271,928 96.77% Pervious Area 9,090 3.23% Impervious Area 9,090 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.8 595 0.0340 0.77 Lag/CN Method, Summary for Subcatchment E3: Direct Runoff to 1P Runoff = 4.60 cfs @ 12.07 hrs, Volume= 0.184 af, Depth= 1.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-yr Rainfall=4.26" MSE 24-hr 3 10-yr Rainfall=4.26"edrn C soils Printed 5/17/2017Prepared by Alliant Engineering Inc. Page 9HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Description 48,429 74 >75% Grass cover, Good, HSG C 3,070 98 Roofs, HSG A 51,499 75 Weighted Average 48,429 94.04% Pervious Area 3,070 5.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 80 0.2500 1.36 Lag/CN Method, Summary for Subcatchment E4: Direct Runoff to 2P Runoff = 8.11 cfs @ 12.24 hrs, Volume= 0.524 af, Depth= 2.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-yr Rainfall=4.26" Area (sf) CN Description 80,891 74 >75% Grass cover, Good, HSG C 36,024 98 Paved parking, HSG A 116,915 81 Weighted Average 80,891 69.19% Pervious Area 36,024 30.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment E5: Direct Runoff to 2P Runoff = 5.66 cfs @ 12.24 hrs, Volume= 0.363 af, Depth= 1.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-yr Rainfall=4.26" Area (sf) CN Description 105,454 74 >75% Grass cover, Good, HSG C 510 98 Paved parking, HSG A 105,964 74 Weighted Average 105,454 99.52% Pervious Area 510 0.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 525 0.0250 0.61 Lag/CN Method, MSE 24-hr 3 10-yr Rainfall=4.26"edrn C soils Printed 5/17/2017Prepared by Alliant Engineering Inc. Page 10HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Pond 1P: North Pond Inflow Area = 7.634 ac, 3.66% Impervious, Inflow Depth = 1.93" for 10-yr event Inflow = 18.67 cfs @ 12.21 hrs, Volume= 1.227 af Outflow = 18.31 cfs @ 12.23 hrs, Volume= 1.227 af, Atten= 2%, Lag= 1.3 min Primary = 18.31 cfs @ 12.23 hrs, Volume= 1.227 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 899.33' @ 12.23 hrs Surf.Area= 902 sf Storage= 571 cf Plug-Flow detention time= 0.2 min calculated for 1.226 af (100% of inflow) Center-of-Mass det. time= 0.2 min ( 817.6 - 817.4 ) Volume Invert Avail.Storage Storage Description #1 897.46' 140,832 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 897.46 0 0.0 0 0 0 898.00 82 36.0 15 15 104 900.00 1,653 165.0 1,402 1,417 2,177 902.00 6,058 324.0 7,250 8,667 8,383 904.00 12,013 580.0 17,735 26,402 26,822 906.00 24,753 1,003.0 36,007 62,408 80,131 908.00 55,738 1,610.0 78,423 140,832 206,375 Device Routing Invert Outlet Devices #1 Primary 897.46'30.0" Round Culvert L= 228.3' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 897.46' / 894.06' S= 0.0149 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf #2 Secondary 907.90'50.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=17.96 cfs @ 12.23 hrs HW=899.31' (Free Discharge) 1=Culvert (Inlet Controls 17.96 cfs @ 4.62 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=897.46' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 2P: South Pond Inflow Area = 5.117 ac, 16.39% Impervious, Inflow Depth = 2.08" for 10-yr event Inflow = 13.77 cfs @ 12.24 hrs, Volume= 0.887 af Outflow = 3.92 cfs @ 12.61 hrs, Volume= 0.886 af, Atten= 72%, Lag= 22.4 min Primary = 3.92 cfs @ 12.61 hrs, Volume= 0.886 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-yr Rainfall=4.26"edrn C soils Printed 5/17/2017Prepared by Alliant Engineering Inc. Page 11HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Starting Elev= 899.53' Surf.Area= 14,741 sf Storage= 23,591 cf Peak Elev= 900.48' @ 12.61 hrs Surf.Area= 20,938 sf Storage= 40,157 cf (16,567 cf above start) Plug-Flow detention time= 524.0 min calculated for 0.345 af (39% of inflow) Center-of-Mass det. time= 153.6 min ( 969.8 - 816.2 ) Volume Invert Avail.Storage Storage Description #1 896.00' 82,891 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 896.00 39 34.0 0 0 39 898.00 8,469 590.0 6,055 6,055 27,655 900.00 17,015 1,002.0 24,992 31,047 79,874 902.00 36,001 1,446.0 51,844 82,891 166,403 Device Routing Invert Outlet Devices #1 Primary 899.53'18.0" Round Culvert L= 9.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 899.53' / 899.08' S= 0.0500 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2 Secondary 901.90'35.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=3.92 cfs @ 12.61 hrs HW=900.48' (Free Discharge) 1=Culvert (Inlet Controls 3.92 cfs @ 3.32 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=899.53' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link 1L: TOTAL NORTH Inflow Area = 1.190 ac, 3.02% Impervious, Inflow Depth = 1.86" for 10-yr event Inflow = 4.20 cfs @ 12.11 hrs, Volume= 0.185 af Primary = 4.20 cfs @ 12.11 hrs, Volume= 0.185 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Summary for Link 2L: TOTAL EAST Inflow Area = 7.634 ac, 3.66% Impervious, Inflow Depth = 1.93" for 10-yr event Inflow = 18.31 cfs @ 12.23 hrs, Volume= 1.227 af Primary = 18.31 cfs @ 12.23 hrs, Volume= 1.227 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-yr Rainfall=4.26"edrn C soils Printed 5/17/2017Prepared by Alliant Engineering Inc. Page 12HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Link 3L: TOTAL SOUTH Inflow Area = 5.117 ac, 16.39% Impervious, Inflow Depth = 2.08" for 10-yr event Inflow = 3.92 cfs @ 12.61 hrs, Volume= 0.886 af Primary = 3.92 cfs @ 12.61 hrs, Volume= 0.886 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-yr Rainfall=7.38"edrn C soils Printed 5/17/2017Prepared by Alliant Engineering Inc. Page 13HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E1: Runoff to Waters Edge Dr Runoff = 9.96 cfs @ 12.11 hrs, Volume= 0.445 af, Depth= 4.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-yr Rainfall=7.38" Area (sf) CN Description 50,275 74 >75% Grass cover, Good, HSG C 1,563 98 Paved parking, HSG A 51,838 75 Weighted Average 50,275 96.98% Pervious Area 1,563 3.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.5 195 0.0500 0.73 Lag/CN Method, Summary for Subcatchment E2: Direct Runoff to 1P Runoff = 40.73 cfs @ 12.21 hrs, Volume= 2.471 af, Depth= 4.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-yr Rainfall=7.38" Area (sf) CN Description 254,607 74 >75% Grass cover, Good, HSG C 9,090 98 Unconnected roofs, HSG A 17,321 96 Gravel surface, HSG C 281,018 76 Weighted Average 271,928 96.77% Pervious Area 9,090 3.23% Impervious Area 9,090 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.8 595 0.0340 0.77 Lag/CN Method, Summary for Subcatchment E3: Direct Runoff to 1P Runoff = 10.86 cfs @ 12.07 hrs, Volume= 0.442 af, Depth= 4.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-yr Rainfall=7.38" MSE 24-hr 3 100-yr Rainfall=7.38"edrn C soils Printed 5/17/2017Prepared by Alliant Engineering Inc. Page 14HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Description 48,429 74 >75% Grass cover, Good, HSG C 3,070 98 Roofs, HSG A 51,499 75 Weighted Average 48,429 94.04% Pervious Area 3,070 5.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 80 0.2500 1.36 Lag/CN Method, Summary for Subcatchment E4: Direct Runoff to 2P Runoff = 17.53 cfs @ 12.23 hrs, Volume= 1.154 af, Depth= 5.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-yr Rainfall=7.38" Area (sf) CN Description 80,891 74 >75% Grass cover, Good, HSG C 36,024 98 Paved parking, HSG A 116,915 81 Weighted Average 80,891 69.19% Pervious Area 36,024 30.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment E5: Direct Runoff to 2P Runoff = 13.89 cfs @ 12.23 hrs, Volume= 0.887 af, Depth= 4.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-yr Rainfall=7.38" Area (sf) CN Description 105,454 74 >75% Grass cover, Good, HSG C 510 98 Paved parking, HSG A 105,964 74 Weighted Average 105,454 99.52% Pervious Area 510 0.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 525 0.0250 0.61 Lag/CN Method, MSE 24-hr 3 100-yr Rainfall=7.38"edrn C soils Printed 5/17/2017Prepared by Alliant Engineering Inc. Page 15HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Pond 1P: North Pond Inflow Area = 7.634 ac, 3.66% Impervious, Inflow Depth = 4.58" for 100-yr event Inflow = 43.86 cfs @ 12.20 hrs, Volume= 2.913 af Outflow = 38.08 cfs @ 12.27 hrs, Volume= 2.913 af, Atten= 13%, Lag= 3.7 min Primary = 38.08 cfs @ 12.27 hrs, Volume= 2.913 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 901.31' @ 12.27 hrs Surf.Area= 4,216 sf Storage= 5,120 cf Plug-Flow detention time= 0.7 min calculated for 2.913 af (100% of inflow) Center-of-Mass det. time= 0.7 min ( 800.5 - 799.8 ) Volume Invert Avail.Storage Storage Description #1 897.46' 140,832 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 897.46 0 0.0 0 0 0 898.00 82 36.0 15 15 104 900.00 1,653 165.0 1,402 1,417 2,177 902.00 6,058 324.0 7,250 8,667 8,383 904.00 12,013 580.0 17,735 26,402 26,822 906.00 24,753 1,003.0 36,007 62,408 80,131 908.00 55,738 1,610.0 78,423 140,832 206,375 Device Routing Invert Outlet Devices #1 Primary 897.46'30.0" Round Culvert L= 228.3' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 897.46' / 894.06' S= 0.0149 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf #2 Secondary 907.90'50.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=37.85 cfs @ 12.27 hrs HW=901.27' (Free Discharge) 1=Culvert (Inlet Controls 37.85 cfs @ 7.71 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=897.46' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 2P: South Pond Inflow Area = 5.117 ac, 16.39% Impervious, Inflow Depth = 4.79" for 100-yr event Inflow = 31.41 cfs @ 12.23 hrs, Volume= 2.041 af Outflow = 8.82 cfs @ 12.59 hrs, Volume= 2.041 af, Atten= 72%, Lag= 21.6 min Primary = 8.82 cfs @ 12.59 hrs, Volume= 2.041 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-yr Rainfall=7.38"edrn C soils Printed 5/17/2017Prepared by Alliant Engineering Inc. Page 16HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Starting Elev= 899.53' Surf.Area= 14,741 sf Storage= 23,591 cf Peak Elev= 901.35' @ 12.59 hrs Surf.Area= 29,095 sf Storage= 61,890 cf (38,299 cf above start) Plug-Flow detention time= 236.4 min calculated for 1.499 af (73% of inflow) Center-of-Mass det. time= 107.8 min ( 907.5 - 799.7 ) Volume Invert Avail.Storage Storage Description #1 896.00' 82,891 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 896.00 39 34.0 0 0 39 898.00 8,469 590.0 6,055 6,055 27,655 900.00 17,015 1,002.0 24,992 31,047 79,874 902.00 36,001 1,446.0 51,844 82,891 166,403 Device Routing Invert Outlet Devices #1 Primary 899.53'18.0" Round Culvert L= 9.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 899.53' / 899.08' S= 0.0500 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2 Secondary 901.90'35.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=8.81 cfs @ 12.59 hrs HW=901.35' (Free Discharge) 1=Culvert (Inlet Controls 8.81 cfs @ 4.99 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=899.53' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link 1L: TOTAL NORTH Inflow Area = 1.190 ac, 3.02% Impervious, Inflow Depth = 4.49" for 100-yr event Inflow = 9.96 cfs @ 12.11 hrs, Volume= 0.445 af Primary = 9.96 cfs @ 12.11 hrs, Volume= 0.445 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Summary for Link 2L: TOTAL EAST Inflow Area = 7.634 ac, 3.66% Impervious, Inflow Depth = 4.58" for 100-yr event Inflow = 38.08 cfs @ 12.27 hrs, Volume= 2.913 af Primary = 38.08 cfs @ 12.27 hrs, Volume= 2.913 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-yr Rainfall=7.38"edrn C soils Printed 5/17/2017Prepared by Alliant Engineering Inc. Page 17HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Link 3L: TOTAL SOUTH Inflow Area = 5.117 ac, 16.39% Impervious, Inflow Depth = 4.79" for 100-yr event Inflow = 8.82 cfs @ 12.59 hrs, Volume= 2.041 af Primary = 8.82 cfs @ 12.59 hrs, Volume= 2.041 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4edrn C soils Printed 5/17/2017Prepared by Alliant Engineering Inc. Page 18HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E1: Runoff to Waters Edge Dr Runoff = 0.23 cfs @ 121.23 hrs, Volume= 0.690 af, Depth> 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 50,275 74 >75% Grass cover, Good, HSG C 1,563 98 Paved parking, HSG A 51,838 75 98 Weighted Average, AMC Adjusted 50,275 96.98% Pervious Area 1,563 3.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.5 195 0.0500 0.73 Lag/CN Method, Summary for Subcatchment E2: Direct Runoff to 1P Runoff = 1.23 cfs @ 121.33 hrs, Volume= 3.741 af, Depth> 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 254,607 74 >75% Grass cover, Good, HSG C 9,090 98 Unconnected roofs, HSG A 17,321 96 Gravel surface, HSG C 281,018 76 98 Weighted Average, AMC UI Adjusted 271,928 96.77% Pervious Area 9,090 3.23% Impervious Area 9,090 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.8 595 0.0340 0.77 Lag/CN Method, Summary for Subcatchment E3: Direct Runoff to 1P Runoff = 0.23 cfs @ 121.19 hrs, Volume= 0.686 af, Depth> 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4 Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4edrn C soils Printed 5/17/2017Prepared by Alliant Engineering Inc. Page 19HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Adj Description 48,429 74 >75% Grass cover, Good, HSG C 3,070 98 Roofs, HSG A 51,499 75 98 Weighted Average, AMC Adjusted 48,429 94.04% Pervious Area 3,070 5.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 80 0.2500 1.36 Lag/CN Method, Summary for Subcatchment E4: Direct Runoff to 2P Runoff = 0.51 cfs @ 121.35 hrs, Volume= 1.556 af, Depth> 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 80,891 74 >75% Grass cover, Good, HSG C 36,024 98 Paved parking, HSG A 116,915 81 98 Weighted Average, AMC Adjusted 80,891 69.19% Pervious Area 36,024 30.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment E5: Direct Runoff to 2P Runoff = 0.46 cfs @ 121.34 hrs, Volume= 1.411 af, Depth> 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 105,454 74 >75% Grass cover, Good, HSG C 510 98 Paved parking, HSG A 105,964 74 98 Weighted Average, AMC Adjusted 105,454 99.52% Pervious Area 510 0.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 525 0.0250 0.61 Lag/CN Method, Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4edrn C soils Printed 5/17/2017Prepared by Alliant Engineering Inc. Page 20HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Pond 1P: North Pond Inflow Area = 7.634 ac, 3.66% Impervious, Inflow Depth > 6.96" for snow event Inflow = 1.45 cfs @ 121.29 hrs, Volume= 4.427 af Outflow = 1.45 cfs @ 121.30 hrs, Volume= 4.427 af, Atten= 0%, Lag= 0.1 min Primary = 1.45 cfs @ 121.30 hrs, Volume= 4.427 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 897.92' @ 121.30 hrs Surf.Area= 60 sf Storage= 9 cf Plug-Flow detention time= 0.1 min calculated for 4.427 af (100% of inflow) Center-of-Mass det. time= 0.0 min ( 7,384.8 - 7,384.7 ) Volume Invert Avail.Storage Storage Description #1 897.46' 140,832 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 897.46 0 0.0 0 0 0 898.00 82 36.0 15 15 104 900.00 1,653 165.0 1,402 1,417 2,177 902.00 6,058 324.0 7,250 8,667 8,383 904.00 12,013 580.0 17,735 26,402 26,822 906.00 24,753 1,003.0 36,007 62,408 80,131 908.00 55,738 1,610.0 78,423 140,832 206,375 Device Routing Invert Outlet Devices #1 Primary 897.46'30.0" Round Culvert L= 228.3' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 897.46' / 894.06' S= 0.0149 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf #2 Secondary 907.90'50.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=1.44 cfs @ 121.30 hrs HW=897.92' (Free Discharge) 1=Culvert (Inlet Controls 1.44 cfs @ 2.31 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=897.46' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 2P: South Pond Inflow Area = 5.117 ac, 16.39% Impervious, Inflow Depth > 6.96" for snow event Inflow = 0.97 cfs @ 121.35 hrs, Volume= 2.967 af Outflow = 0.90 cfs @ 121.93 hrs, Volume= 2.929 af, Atten= 7%, Lag= 34.8 min Primary = 0.90 cfs @ 121.93 hrs, Volume= 2.929 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4edrn C soils Printed 5/17/2017Prepared by Alliant Engineering Inc. Page 21HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Starting Elev= 899.53' Surf.Area= 14,741 sf Storage= 23,591 cf Peak Elev= 899.95' @ 121.93 hrs Surf.Area= 16,774 sf Storage= 30,231 cf (6,640 cf above start) Plug-Flow detention time= 2,281.0 min calculated for 2.387 af (80% of inflow) Center-of-Mass det. time= 168.6 min ( 7,556.0 - 7,387.4 ) Volume Invert Avail.Storage Storage Description #1 896.00' 82,891 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 896.00 39 34.0 0 0 39 898.00 8,469 590.0 6,055 6,055 27,655 900.00 17,015 1,002.0 24,992 31,047 79,874 902.00 36,001 1,446.0 51,844 82,891 166,403 Device Routing Invert Outlet Devices #1 Primary 899.53'18.0" Round Culvert L= 9.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 899.53' / 899.08' S= 0.0500 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2 Secondary 901.90'35.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=0.90 cfs @ 121.93 hrs HW=899.95' (Free Discharge) 1=Culvert (Inlet Controls 0.90 cfs @ 2.21 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=899.53' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link 1L: TOTAL NORTH Inflow Area = 1.190 ac, 3.02% Impervious, Inflow Depth > 6.96" for snow event Inflow = 0.23 cfs @ 121.23 hrs, Volume= 0.690 af Primary = 0.23 cfs @ 121.23 hrs, Volume= 0.690 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Summary for Link 2L: TOTAL EAST Inflow Area = 7.634 ac, 3.66% Impervious, Inflow Depth > 6.96" for snow event Inflow = 1.45 cfs @ 121.30 hrs, Volume= 4.427 af Primary = 1.45 cfs @ 121.30 hrs, Volume= 4.427 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4edrn C soils Printed 5/17/2017Prepared by Alliant Engineering Inc. Page 22HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Link 3L: TOTAL SOUTH Inflow Area = 5.117 ac, 16.39% Impervious, Inflow Depth > 6.87" for snow event Inflow = 0.90 cfs @ 121.93 hrs, Volume= 2.929 af Primary = 0.90 cfs @ 121.93 hrs, Volume= 2.929 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs WEST PARK CHANHASSEN, MN PROPOSED CONDITIONS DRAINAGE & COVER MAP S1 Runoff to Waters Edge Dr S10 Runoff to Outlet S11 Runoff to Outlet S12 Runoff to Outlet S2 Direct Runoff to P-1 S3 Direct Runoff to P-1 S4 Direct Runoff to IB-1 S5 Direct Runoff to IB-1 S6 Runoff to HWY 212 S7 Runoff to Outlet S8 Runoff to Outlet S9 Runoff to HWY 212 IB-1 South Infiltration Basin P-1 North Pond 1L TOTAL NORTH 2L TOTAL EAST 3L TOTAL SOUTH 4L Outlet to HWY 212 Routing Diagram for pdrn Prepared by Alliant Engineering Inc., Printed 7/7/2017 HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Subcat Reach Pond Link pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 2HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 2.978 74 >75% Grass cover, Good, HSG C (S10, S11, S3, S4, S8, S9) 5.178 80 >75% Grass cover, Good, HSG D (S1, S12, S2, S5, S6, S7) 0.792 98 Paved parking & Roofs (S4) 4.776 98 Roofs & streets (S2, S5) 0.132 98 Roofs, HSG A (S1) 0.078 98 Unconnected pavement, HSG A (S3) MSE 24-hr 3 2-yr Rainfall=2.87"pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 3HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff to Waters Edge Dr Runoff = 1.90 cfs @ 12.14 hrs, Volume= 0.088 af, Depth= 1.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (sf) CN Description 28,600 80 >75% Grass cover, Good, HSG D 5,762 98 Roofs, HSG A 34,362 83 Weighted Average 28,600 83.23% Pervious Area 5,762 16.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.1 300 0.0330 0.82 Lag/CN Method, Summary for Subcatchment S10: Runoff to Outlet Runoff = 0.57 cfs @ 12.08 hrs, Volume= 0.023 af, Depth= 0.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (sf) CN Description 14,444 74 >75% Grass cover, Good, HSG C 0 98 Roofs, HSG A 14,444 74 Weighted Average 14,444 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 80 0.2500 1.32 Lag/CN Method, Summary for Subcatchment S11: Runoff to Outlet Runoff = 0.37 cfs @ 12.08 hrs, Volume= 0.015 af, Depth= 0.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (sf) CN Description 9,289 74 >75% Grass cover, Good, HSG C 9,289 100.00% Pervious Area MSE 24-hr 3 2-yr Rainfall=2.87"pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 4HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 60 0.1670 1.02 Lag/CN Method, Summary for Subcatchment S12: Runoff to Outlet Runoff = 0.16 cfs @ 12.07 hrs, Volume= 0.006 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (sf) CN Description 2,879 80 >75% Grass cover, Good, HSG D 0 98 Roofs, HSG A 2,879 80 Weighted Average 2,879 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 80 0.2500 1.58 Lag/CN Method, Summary for Subcatchment S2: Direct Runoff to P-1 Runoff = 19.00 cfs @ 12.17 hrs, Volume= 1.057 af, Depth= 1.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (sf) CN Description 139,387 80 >75% Grass cover, Good, HSG D * 156,793 98 Roofs & streets 296,180 90 Weighted Average 139,387 47.06% Pervious Area 156,793 52.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment S3: Direct Runoff to P-1 Runoff = 0.98 cfs @ 12.14 hrs, Volume= 0.047 af, Depth= 0.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-yr Rainfall=2.87" MSE 24-hr 3 2-yr Rainfall=2.87"pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 5HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Adj Description 24,363 74 >75% Grass cover, Good, HSG C 3,402 98 Unconnected pavement, HSG A 27,765 77 75 Weighted Average, UI Adjusted 24,363 87.75% Pervious Area 3,402 12.25% Impervious Area 3,402 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment S4: Direct Runoff to IB-1 Runoff = 3.69 cfs @ 12.24 hrs, Volume= 0.240 af, Depth= 1.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (sf) CN Description 63,524 74 >75% Grass cover, Good, HSG C * 34,514 98 Paved parking & Roofs 98,038 82 Weighted Average 63,524 64.80% Pervious Area 34,514 35.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment S5: Direct Runoff to IB-1 Runoff = 5.84 cfs @ 12.20 hrs, Volume= 0.345 af, Depth= 1.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (sf) CN Description 45,564 80 >75% Grass cover, Good, HSG D * 51,258 98 Roofs & streets 96,822 90 Weighted Average 45,564 47.06% Pervious Area 51,258 52.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, MSE 24-hr 3 2-yr Rainfall=2.87"pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 6HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment S6: Runoff to HWY 212 Runoff = 0.23 cfs @ 12.10 hrs, Volume= 0.010 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (sf) CN Description 4,361 80 >75% Grass cover, Good, HSG D 4,361 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 195 0.0500 0.85 Lag/CN Method, Summary for Subcatchment S7: Runoff to Outlet Runoff = 0.25 cfs @ 12.11 hrs, Volume= 0.011 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (sf) CN Description 4,782 80 >75% Grass cover, Good, HSG D 4,782 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 185 0.0430 0.78 Lag/CN Method, Summary for Subcatchment S8: Runoff to Outlet Runoff = 0.29 cfs @ 12.12 hrs, Volume= 0.013 af, Depth= 0.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (sf) CN Description 8,341 74 >75% Grass cover, Good, HSG C 8,341 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 225 0.0620 0.81 Lag/CN Method, MSE 24-hr 3 2-yr Rainfall=2.87"pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 7HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment S9: Runoff to HWY 212 Runoff = 0.35 cfs @ 12.11 hrs, Volume= 0.015 af, Depth= 0.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (sf) CN Description 9,774 74 >75% Grass cover, Good, HSG C 9,774 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 200 0.0700 0.84 Lag/CN Method, Summary for Pond IB-1: South Infiltration Basin Inflow Area = 4.473 ac, 44.02% Impervious, Inflow Depth = 1.57" for 2-yr event Inflow = 9.40 cfs @ 12.21 hrs, Volume= 0.585 af Outflow = 1.30 cfs @ 12.84 hrs, Volume= 0.585 af, Atten= 86%, Lag= 37.5 min Discarded = 0.04 cfs @ 12.84 hrs, Volume= 0.161 af Primary = 1.26 cfs @ 12.84 hrs, Volume= 0.424 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 900.96' @ 12.84 hrs Surf.Area= 8,330 sf Storage= 13,961 cf Plug-Flow detention time= 556.6 min calculated for 0.585 af (100% of inflow) Center-of-Mass det. time= 557.5 min ( 1,365.0 - 807.6 ) Volume Invert Avail.Storage Storage Description #1 899.00' 59,969 cf Infiltration Basin (C soils) (Prismatic) Listed below (Recalc) #2 900.55' 46 cf 4.00'D x 3.67'H EX CBMH -Impervious #3 900.55' 64 cf 15.0" Round RCP 15" EX CBMH - MH 702 -Impervious L= 51.8' S= 0.0078 '/' #4 899.90' 122 cf 4.00'D x 9.67'H MH 702 -Impervious #5 899.90' 256 cf 18.0" Round HDPE 18" MH 702 - CBMH 701 -Impervious L= 144.7' S= 0.0029 '/' #6 899.39' 86 cf 4.00'D x 6.87'H CBMH 701 -Impervious #7 899.39' 121 cf 18.0" Round RCP 18" CBMH 701 - FES 700 -Impervious L= 68.7' S= 0.0056 '/' #8 899.80' 65 cf 4.00'D x 5.20'H CBMH 801 -Impervious #9 899.80' 45 cf 15.0" Round RCP 15" CBMH 801- FES 800 -Impervious L= 36.7' S= 0.0216 '/' 60,774 cf Total Available Storage MSE 24-hr 3 2-yr Rainfall=2.87"pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 8HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 899.00 5,644 0 0 899.80 6,685 4,932 4,932 900.00 6,952 1,364 6,295 902.00 9,831 16,783 23,078 904.00 13,040 22,871 45,949 905.00 15,000 14,020 59,969 Device Routing Invert Outlet Devices #1 Primary 899.20'12.0" Round Culvert L= 18.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 899.20' / 898.65' S= 0.0306 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Discarded 899.00'0.200 in/hr Infiltration (C soils) over Surface area Phase-In= 0.01' #3 Device 1 899.80'6.0" W x 6.0" H Vert. 6" W x 6" H Rect. Orifice C= 0.600 #4 Device 1 900.80'7.0" W x 9.0" H Vert. 7" W x 9" H Rect. Orifice C= 0.600 #5 Device 1 902.33'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #6 Secondary 903.90'18.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.04 cfs @ 12.84 hrs HW=900.96' (Free Discharge) 2=Infiltration (C soils) (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=1.26 cfs @ 12.84 hrs HW=900.96' (Free Discharge) 1=Culvert (Passes 1.26 cfs of 4.24 cfs potential flow) 3=6" W x 6" H Rect. Orifice (Orifice Controls 1.14 cfs @ 4.57 fps) 4=7" W x 9" H Rect. Orifice (Orifice Controls 0.12 cfs @ 1.27 fps) 5=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=899.00' (Free Discharge) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond P-1: North Pond Inflow Area = 7.650 ac, 48.07% Impervious, Inflow Depth = 1.75" for 2-yr event Inflow = 19.99 cfs @ 12.17 hrs, Volume= 1.118 af Outflow = 6.60 cfs @ 12.42 hrs, Volume= 1.118 af, Atten= 67%, Lag= 14.6 min Primary = 6.60 cfs @ 12.42 hrs, Volume= 1.118 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Starting Elev= 902.00' Surf.Area= 23,156 sf Storage= 40,213 cf Peak Elev= 903.64' @ 12.42 hrs Surf.Area= 25,572 sf Storage= 61,604 cf (21,391 cf above start) Plug-Flow detention time= 658.9 min calculated for 0.195 af (17% of inflow) Center-of-Mass det. time= 123.0 min ( 920.7 - 797.7 ) MSE 24-hr 3 2-yr Rainfall=2.87"pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 9HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 892.00' 40,213 cf Dead Volume (Prismatic) Listed below #2 902.00' 58,444 cf Live Storage (Prismatic) Listed below 98,657 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 892.00 648 0 0 894.00 1,517 2,165 2,165 896.00 2,722 4,239 6,404 898.00 4,299 7,021 13,425 900.00 6,242 10,541 23,966 901.00 7,337 6,790 30,756 902.00 11,578 9,458 40,213 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 902.00 11,578 0 0 904.00 14,526 26,104 26,104 906.00 17,814 32,340 58,444 Device Routing Invert Outlet Devices #1 Primary 900.50'21.0" Round Culvert L= 28.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 900.50' / 900.00' S= 0.0179 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 2.41 sf #2 Device 1 903.15'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Device 1 902.00'6.0" Vert. 2x - 6" Orifice X 2.00 C= 0.600 Primary OutFlow Max=6.56 cfs @ 12.42 hrs HW=903.64' (Free Discharge) 1=Culvert (Passes 6.56 cfs of 17.42 cfs potential flow) 2=Sharp-Crested Rectangular Weir (Weir Controls 4.33 cfs @ 2.28 fps) 3=2x - 6" Orifice (Orifice Controls 2.23 cfs @ 5.67 fps) Summary for Link 1L: TOTAL NORTH Inflow Area = 0.789 ac, 16.77% Impervious, Inflow Depth = 1.34" for 2-yr event Inflow = 1.90 cfs @ 12.14 hrs, Volume= 0.088 af Primary = 1.90 cfs @ 12.14 hrs, Volume= 0.088 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Summary for Link 2L: TOTAL EAST Inflow Area = 8.048 ac, 45.70% Impervious, Inflow Depth = 1.71" for 2-yr event Inflow = 6.73 cfs @ 12.41 hrs, Volume= 1.147 af Primary = 6.73 cfs @ 12.41 hrs, Volume= 1.147 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-yr Rainfall=2.87"pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 10HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Link 3L: TOTAL SOUTH Inflow Area = 5.099 ac, 38.62% Impervious, Inflow Depth = 1.11" for 2-yr event Inflow = 1.38 cfs @ 12.79 hrs, Volume= 0.473 af Primary = 1.38 cfs @ 12.79 hrs, Volume= 0.473 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Summary for Link 4L: Outlet to HWY 212 Inflow Area = 4.775 ac, 41.24% Impervious, Inflow Depth = 1.13" for 2-yr event Inflow = 1.32 cfs @ 12.82 hrs, Volume= 0.448 af Primary = 1.32 cfs @ 12.82 hrs, Volume= 0.448 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-yr Rainfall=4.26"pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 11HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff to Waters Edge Dr Runoff = 3.50 cfs @ 12.13 hrs, Volume= 0.165 af, Depth= 2.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-yr Rainfall=4.26" Area (sf) CN Description 28,600 80 >75% Grass cover, Good, HSG D 5,762 98 Roofs, HSG A 34,362 83 Weighted Average 28,600 83.23% Pervious Area 5,762 16.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.1 300 0.0330 0.82 Lag/CN Method, Summary for Subcatchment S10: Runoff to Outlet Runoff = 1.24 cfs @ 12.07 hrs, Volume= 0.049 af, Depth= 1.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-yr Rainfall=4.26" Area (sf) CN Description 14,444 74 >75% Grass cover, Good, HSG C 0 98 Roofs, HSG A 14,444 74 Weighted Average 14,444 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 80 0.2500 1.32 Lag/CN Method, Summary for Subcatchment S11: Runoff to Outlet Runoff = 0.80 cfs @ 12.07 hrs, Volume= 0.032 af, Depth= 1.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-yr Rainfall=4.26" Area (sf) CN Description 9,289 74 >75% Grass cover, Good, HSG C 9,289 100.00% Pervious Area MSE 24-hr 3 10-yr Rainfall=4.26"pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 12HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 60 0.1670 1.02 Lag/CN Method, Summary for Subcatchment S12: Runoff to Outlet Runoff = 0.31 cfs @ 12.06 hrs, Volume= 0.012 af, Depth= 2.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-yr Rainfall=4.26" Area (sf) CN Description 2,879 80 >75% Grass cover, Good, HSG D 0 98 Roofs, HSG A 2,879 80 Weighted Average 2,879 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 80 0.2500 1.58 Lag/CN Method, Summary for Subcatchment S2: Direct Runoff to P-1 Runoff = 31.50 cfs @ 12.17 hrs, Volume= 1.794 af, Depth= 3.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-yr Rainfall=4.26" Area (sf) CN Description 139,387 80 >75% Grass cover, Good, HSG D * 156,793 98 Roofs & streets 296,180 90 Weighted Average 139,387 47.06% Pervious Area 156,793 52.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment S3: Direct Runoff to P-1 Runoff = 2.14 cfs @ 12.14 hrs, Volume= 0.099 af, Depth= 1.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-yr Rainfall=4.26" MSE 24-hr 3 10-yr Rainfall=4.26"pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 13HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Adj Description 24,363 74 >75% Grass cover, Good, HSG C 3,402 98 Unconnected pavement, HSG A 27,765 77 75 Weighted Average, UI Adjusted 24,363 87.75% Pervious Area 3,402 12.25% Impervious Area 3,402 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment S4: Direct Runoff to IB-1 Runoff = 7.04 cfs @ 12.24 hrs, Volume= 0.455 af, Depth= 2.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-yr Rainfall=4.26" Area (sf) CN Description 63,524 74 >75% Grass cover, Good, HSG C * 34,514 98 Paved parking & Roofs 98,038 82 Weighted Average 63,524 64.80% Pervious Area 34,514 35.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment S5: Direct Runoff to IB-1 Runoff = 9.68 cfs @ 12.20 hrs, Volume= 0.587 af, Depth= 3.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-yr Rainfall=4.26" Area (sf) CN Description 45,564 80 >75% Grass cover, Good, HSG D * 51,258 98 Roofs & streets 96,822 90 Weighted Average 45,564 47.06% Pervious Area 51,258 52.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, MSE 24-hr 3 10-yr Rainfall=4.26"pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 14HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment S6: Runoff to HWY 212 Runoff = 0.44 cfs @ 12.10 hrs, Volume= 0.019 af, Depth= 2.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-yr Rainfall=4.26" Area (sf) CN Description 4,361 80 >75% Grass cover, Good, HSG D 4,361 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 195 0.0500 0.85 Lag/CN Method, Summary for Subcatchment S7: Runoff to Outlet Runoff = 0.48 cfs @ 12.10 hrs, Volume= 0.021 af, Depth= 2.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-yr Rainfall=4.26" Area (sf) CN Description 4,782 80 >75% Grass cover, Good, HSG D 4,782 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 185 0.0430 0.78 Lag/CN Method, Summary for Subcatchment S8: Runoff to Outlet Runoff = 0.64 cfs @ 12.12 hrs, Volume= 0.029 af, Depth= 1.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-yr Rainfall=4.26" Area (sf) CN Description 8,341 74 >75% Grass cover, Good, HSG C 8,341 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 225 0.0620 0.81 Lag/CN Method, MSE 24-hr 3 10-yr Rainfall=4.26"pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 15HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment S9: Runoff to HWY 212 Runoff = 0.78 cfs @ 12.11 hrs, Volume= 0.033 af, Depth= 1.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-yr Rainfall=4.26" Area (sf) CN Description 9,774 74 >75% Grass cover, Good, HSG C 9,774 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 200 0.0700 0.84 Lag/CN Method, Summary for Pond IB-1: South Infiltration Basin Inflow Area = 4.473 ac, 44.02% Impervious, Inflow Depth = 2.79" for 10-yr event Inflow = 16.53 cfs @ 12.21 hrs, Volume= 1.042 af Outflow = 3.57 cfs @ 12.63 hrs, Volume= 1.042 af, Atten= 78%, Lag= 25.2 min Discarded = 0.05 cfs @ 12.63 hrs, Volume= 0.168 af Primary = 3.53 cfs @ 12.63 hrs, Volume= 0.874 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 901.97' @ 12.63 hrs Surf.Area= 9,790 sf Storage= 23,387 cf Plug-Flow detention time= 360.2 min calculated for 1.041 af (100% of inflow) Center-of-Mass det. time= 361.1 min ( 1,157.7 - 796.6 ) Volume Invert Avail.Storage Storage Description #1 899.00' 59,969 cf Infiltration Basin (C soils) (Prismatic) Listed below (Recalc) #2 900.55' 46 cf 4.00'D x 3.67'H EX CBMH -Impervious #3 900.55' 64 cf 15.0" Round RCP 15" EX CBMH - MH 702 -Impervious L= 51.8' S= 0.0078 '/' #4 899.90' 122 cf 4.00'D x 9.67'H MH 702 -Impervious #5 899.90' 256 cf 18.0" Round HDPE 18" MH 702 - CBMH 701 -Impervious L= 144.7' S= 0.0029 '/' #6 899.39' 86 cf 4.00'D x 6.87'H CBMH 701 -Impervious #7 899.39' 121 cf 18.0" Round RCP 18" CBMH 701 - FES 700 -Impervious L= 68.7' S= 0.0056 '/' #8 899.80' 65 cf 4.00'D x 5.20'H CBMH 801 -Impervious #9 899.80' 45 cf 15.0" Round RCP 15" CBMH 801- FES 800 -Impervious L= 36.7' S= 0.0216 '/' 60,774 cf Total Available Storage MSE 24-hr 3 10-yr Rainfall=4.26"pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 16HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 899.00 5,644 0 0 899.80 6,685 4,932 4,932 900.00 6,952 1,364 6,295 902.00 9,831 16,783 23,078 904.00 13,040 22,871 45,949 905.00 15,000 14,020 59,969 Device Routing Invert Outlet Devices #1 Primary 899.20'12.0" Round Culvert L= 18.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 899.20' / 898.65' S= 0.0306 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Discarded 899.00'0.200 in/hr Infiltration (C soils) over Surface area Phase-In= 0.01' #3 Device 1 899.80'6.0" W x 6.0" H Vert. 6" W x 6" H Rect. Orifice C= 0.600 #4 Device 1 900.80'7.0" W x 9.0" H Vert. 7" W x 9" H Rect. Orifice C= 0.600 #5 Device 1 902.33'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #6 Secondary 903.90'18.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.05 cfs @ 12.63 hrs HW=901.97' (Free Discharge) 2=Infiltration (C soils) (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=3.53 cfs @ 12.63 hrs HW=901.97' (Free Discharge) 1=Culvert (Passes 3.53 cfs of 5.70 cfs potential flow) 3=6" W x 6" H Rect. Orifice (Orifice Controls 1.67 cfs @ 6.67 fps) 4=7" W x 9" H Rect. Orifice (Orifice Controls 1.86 cfs @ 4.25 fps) 5=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=899.00' (Free Discharge) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond P-1: North Pond Inflow Area = 7.650 ac, 48.07% Impervious, Inflow Depth = 3.02" for 10-yr event Inflow = 33.64 cfs @ 12.17 hrs, Volume= 1.925 af Outflow = 17.64 cfs @ 12.31 hrs, Volume= 1.925 af, Atten= 48%, Lag= 8.7 min Primary = 17.64 cfs @ 12.31 hrs, Volume= 1.925 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Starting Elev= 902.00' Surf.Area= 23,156 sf Storage= 40,213 cf Peak Elev= 904.29' @ 12.31 hrs Surf.Area= 26,574 sf Storage= 70,938 cf (30,725 cf above start) Plug-Flow detention time= 302.1 min calculated for 1.002 af (52% of inflow) Center-of-Mass det. time= 92.4 min ( 879.5 - 787.2 ) MSE 24-hr 3 10-yr Rainfall=4.26"pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 17HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 892.00' 40,213 cf Dead Volume (Prismatic) Listed below #2 902.00' 58,444 cf Live Storage (Prismatic) Listed below 98,657 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 892.00 648 0 0 894.00 1,517 2,165 2,165 896.00 2,722 4,239 6,404 898.00 4,299 7,021 13,425 900.00 6,242 10,541 23,966 901.00 7,337 6,790 30,756 902.00 11,578 9,458 40,213 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 902.00 11,578 0 0 904.00 14,526 26,104 26,104 906.00 17,814 32,340 58,444 Device Routing Invert Outlet Devices #1 Primary 900.50'21.0" Round Culvert L= 28.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 900.50' / 900.00' S= 0.0179 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 2.41 sf #2 Device 1 903.15'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Device 1 902.00'6.0" Vert. 2x - 6" Orifice X 2.00 C= 0.600 Primary OutFlow Max=17.51 cfs @ 12.31 hrs HW=904.28' (Free Discharge) 1=Culvert (Passes 17.51 cfs of 19.74 cfs potential flow) 2=Sharp-Crested Rectangular Weir (Weir Controls 14.82 cfs @ 3.48 fps) 3=2x - 6" Orifice (Orifice Controls 2.69 cfs @ 6.86 fps) Summary for Link 1L: TOTAL NORTH Inflow Area = 0.789 ac, 16.77% Impervious, Inflow Depth = 2.51" for 10-yr event Inflow = 3.50 cfs @ 12.13 hrs, Volume= 0.165 af Primary = 3.50 cfs @ 12.13 hrs, Volume= 0.165 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Summary for Link 2L: TOTAL EAST Inflow Area = 8.048 ac, 45.70% Impervious, Inflow Depth = 2.96" for 10-yr event Inflow = 17.98 cfs @ 12.31 hrs, Volume= 1.987 af Primary = 17.98 cfs @ 12.31 hrs, Volume= 1.987 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-yr Rainfall=4.26"pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 18HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Link 3L: TOTAL SOUTH Inflow Area = 5.099 ac, 38.62% Impervious, Inflow Depth = 2.29" for 10-yr event Inflow = 3.81 cfs @ 12.53 hrs, Volume= 0.975 af Primary = 3.81 cfs @ 12.53 hrs, Volume= 0.975 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Summary for Link 4L: Outlet to HWY 212 Inflow Area = 4.775 ac, 41.24% Impervious, Inflow Depth = 2.32" for 10-yr event Inflow = 3.65 cfs @ 12.57 hrs, Volume= 0.923 af Primary = 3.65 cfs @ 12.57 hrs, Volume= 0.923 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-yr Rainfall=7.38"pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 19HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff to Waters Edge Dr Runoff = 7.23 cfs @ 12.13 hrs, Volume= 0.354 af, Depth= 5.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-yr Rainfall=7.38" Area (sf) CN Description 28,600 80 >75% Grass cover, Good, HSG D 5,762 98 Roofs, HSG A 34,362 83 Weighted Average 28,600 83.23% Pervious Area 5,762 16.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.1 300 0.0330 0.82 Lag/CN Method, Summary for Subcatchment S10: Runoff to Outlet Runoff = 2.98 cfs @ 12.07 hrs, Volume= 0.121 af, Depth= 4.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-yr Rainfall=7.38" Area (sf) CN Description 14,444 74 >75% Grass cover, Good, HSG C 0 98 Roofs, HSG A 14,444 74 Weighted Average 14,444 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 80 0.2500 1.32 Lag/CN Method, Summary for Subcatchment S11: Runoff to Outlet Runoff = 1.92 cfs @ 12.07 hrs, Volume= 0.078 af, Depth= 4.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-yr Rainfall=7.38" Area (sf) CN Description 9,289 74 >75% Grass cover, Good, HSG C 9,289 100.00% Pervious Area MSE 24-hr 3 100-yr Rainfall=7.38"pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 20HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 60 0.1670 1.02 Lag/CN Method, Summary for Subcatchment S12: Runoff to Outlet Runoff = 0.67 cfs @ 12.06 hrs, Volume= 0.028 af, Depth= 5.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-yr Rainfall=7.38" Area (sf) CN Description 2,879 80 >75% Grass cover, Good, HSG D 0 98 Roofs, HSG A 2,879 80 Weighted Average 2,879 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 80 0.2500 1.58 Lag/CN Method, Summary for Subcatchment S2: Direct Runoff to P-1 Runoff = 59.28 cfs @ 12.17 hrs, Volume= 3.511 af, Depth= 6.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-yr Rainfall=7.38" Area (sf) CN Description 139,387 80 >75% Grass cover, Good, HSG D * 156,793 98 Roofs & streets 296,180 90 Weighted Average 139,387 47.06% Pervious Area 156,793 52.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment S3: Direct Runoff to P-1 Runoff = 5.05 cfs @ 12.13 hrs, Volume= 0.238 af, Depth= 4.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-yr Rainfall=7.38" MSE 24-hr 3 100-yr Rainfall=7.38"pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 21HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Adj Description 24,363 74 >75% Grass cover, Good, HSG C 3,402 98 Unconnected pavement, HSG A 27,765 77 75 Weighted Average, UI Adjusted 24,363 87.75% Pervious Area 3,402 12.25% Impervious Area 3,402 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment S4: Direct Runoff to IB-1 Runoff = 14.96 cfs @ 12.23 hrs, Volume= 0.989 af, Depth= 5.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-yr Rainfall=7.38" Area (sf) CN Description 63,524 74 >75% Grass cover, Good, HSG C * 34,514 98 Paved parking & Roofs 98,038 82 Weighted Average 63,524 64.80% Pervious Area 34,514 35.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment S5: Direct Runoff to IB-1 Runoff = 18.24 cfs @ 12.20 hrs, Volume= 1.148 af, Depth= 6.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-yr Rainfall=7.38" Area (sf) CN Description 45,564 80 >75% Grass cover, Good, HSG D * 51,258 98 Roofs & streets 96,822 90 Weighted Average 45,564 47.06% Pervious Area 51,258 52.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, MSE 24-hr 3 100-yr Rainfall=7.38"pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 22HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment S6: Runoff to HWY 212 Runoff = 0.96 cfs @ 12.10 hrs, Volume= 0.042 af, Depth= 5.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-yr Rainfall=7.38" Area (sf) CN Description 4,361 80 >75% Grass cover, Good, HSG D 4,361 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 195 0.0500 0.85 Lag/CN Method, Summary for Subcatchment S7: Runoff to Outlet Runoff = 1.04 cfs @ 12.10 hrs, Volume= 0.046 af, Depth= 5.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-yr Rainfall=7.38" Area (sf) CN Description 4,782 80 >75% Grass cover, Good, HSG D 4,782 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 185 0.0430 0.78 Lag/CN Method, Summary for Subcatchment S8: Runoff to Outlet Runoff = 1.56 cfs @ 12.11 hrs, Volume= 0.070 af, Depth= 4.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-yr Rainfall=7.38" Area (sf) CN Description 8,341 74 >75% Grass cover, Good, HSG C 8,341 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 225 0.0620 0.81 Lag/CN Method, MSE 24-hr 3 100-yr Rainfall=7.38"pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 23HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment S9: Runoff to HWY 212 Runoff = 1.89 cfs @ 12.10 hrs, Volume= 0.082 af, Depth= 4.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-yr Rainfall=7.38" Area (sf) CN Description 9,774 74 >75% Grass cover, Good, HSG C 9,774 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 200 0.0700 0.84 Lag/CN Method, Summary for Pond IB-1: South Infiltration Basin Inflow Area = 4.473 ac, 44.02% Impervious, Inflow Depth = 5.73" for 100-yr event Inflow = 32.89 cfs @ 12.21 hrs, Volume= 2.137 af Outflow = 8.02 cfs @ 12.58 hrs, Volume= 2.137 af, Atten= 76%, Lag= 22.6 min Discarded = 0.06 cfs @ 12.58 hrs, Volume= 0.180 af Primary = 7.77 cfs @ 12.58 hrs, Volume= 1.955 af Secondary = 0.19 cfs @ 12.58 hrs, Volume= 0.002 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 903.92' @ 12.58 hrs Surf.Area= 12,908 sf Storage= 45,567 cf Plug-Flow detention time= 224.5 min calculated for 2.136 af (100% of inflow) Center-of-Mass det. time= 225.4 min ( 1,008.4 - 782.9 ) Volume Invert Avail.Storage Storage Description #1 899.00' 59,969 cf Infiltration Basin (C soils) (Prismatic) Listed below (Recalc) #2 900.55' 46 cf 4.00'D x 3.67'H EX CBMH -Impervious #3 900.55' 64 cf 15.0" Round RCP 15" EX CBMH - MH 702 -Impervious L= 51.8' S= 0.0078 '/' #4 899.90' 122 cf 4.00'D x 9.67'H MH 702 -Impervious #5 899.90' 256 cf 18.0" Round HDPE 18" MH 702 - CBMH 701 -Impervious L= 144.7' S= 0.0029 '/' #6 899.39' 86 cf 4.00'D x 6.87'H CBMH 701 -Impervious #7 899.39' 121 cf 18.0" Round RCP 18" CBMH 701 - FES 700 -Impervious L= 68.7' S= 0.0056 '/' #8 899.80' 65 cf 4.00'D x 5.20'H CBMH 801 -Impervious #9 899.80' 45 cf 15.0" Round RCP 15" CBMH 801- FES 800 -Impervious L= 36.7' S= 0.0216 '/' 60,774 cf Total Available Storage MSE 24-hr 3 100-yr Rainfall=7.38"pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 24HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 899.00 5,644 0 0 899.80 6,685 4,932 4,932 900.00 6,952 1,364 6,295 902.00 9,831 16,783 23,078 904.00 13,040 22,871 45,949 905.00 15,000 14,020 59,969 Device Routing Invert Outlet Devices #1 Primary 899.20'12.0" Round Culvert L= 18.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 899.20' / 898.65' S= 0.0306 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Discarded 899.00'0.200 in/hr Infiltration (C soils) over Surface area Phase-In= 0.01' #3 Device 1 899.80'6.0" W x 6.0" H Vert. 6" W x 6" H Rect. Orifice C= 0.600 #4 Device 1 900.80'7.0" W x 9.0" H Vert. 7" W x 9" H Rect. Orifice C= 0.600 #5 Device 1 902.33'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #6 Secondary 903.90'18.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.06 cfs @ 12.58 hrs HW=903.92' (Free Discharge) 2=Infiltration (C soils) (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=7.76 cfs @ 12.58 hrs HW=903.92' (Free Discharge) 1=Culvert (Inlet Controls 7.76 cfs @ 9.89 fps) 3=6" W x 6" H Rect. Orifice (Passes < 2.37 cfs potential flow) 4=7" W x 9" H Rect. Orifice (Passes < 3.48 cfs potential flow) 5=Sharp-Crested Rectangular Weir (Passes < 24.05 cfs potential flow) Secondary OutFlow Max=0.08 cfs @ 12.58 hrs HW=903.92' (Free Discharge) 6=Broad-Crested Rectangular Weir (Weir Controls 0.08 cfs @ 0.30 fps) Summary for Pond P-1: North Pond Inflow Area = 7.650 ac, 48.07% Impervious, Inflow Depth = 6.00" for 100-yr event Inflow = 64.31 cfs @ 12.16 hrs, Volume= 3.827 af Outflow = 24.77 cfs @ 12.36 hrs, Volume= 3.827 af, Atten= 61%, Lag= 12.0 min Primary = 24.77 cfs @ 12.36 hrs, Volume= 3.827 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Starting Elev= 902.00' Surf.Area= 23,156 sf Storage= 40,213 cf Peak Elev= 905.95' @ 12.36 hrs Surf.Area= 29,311 sf Storage= 97,859 cf (57,646 cf above start) Plug-Flow detention time= 181.9 min calculated for 2.904 af (76% of inflow) Center-of-Mass det. time= 71.8 min ( 845.9 - 774.1 ) MSE 24-hr 3 100-yr Rainfall=7.38"pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 25HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 892.00' 40,213 cf Dead Volume (Prismatic) Listed below #2 902.00' 58,444 cf Live Storage (Prismatic) Listed below 98,657 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 892.00 648 0 0 894.00 1,517 2,165 2,165 896.00 2,722 4,239 6,404 898.00 4,299 7,021 13,425 900.00 6,242 10,541 23,966 901.00 7,337 6,790 30,756 902.00 11,578 9,458 40,213 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 902.00 11,578 0 0 904.00 14,526 26,104 26,104 906.00 17,814 32,340 58,444 Device Routing Invert Outlet Devices #1 Primary 900.50'21.0" Round Culvert L= 28.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 900.50' / 900.00' S= 0.0179 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 2.41 sf #2 Device 1 903.15'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Device 1 902.00'6.0" Vert. 2x - 6" Orifice X 2.00 C= 0.600 Primary OutFlow Max=24.75 cfs @ 12.36 hrs HW=905.94' (Free Discharge) 1=Culvert (Inlet Controls 24.75 cfs @ 10.29 fps) 2=Sharp-Crested Rectangular Weir (Passes < 52.53 cfs potential flow) 3=2x - 6" Orifice (Passes < 3.63 cfs potential flow) Summary for Link 1L: TOTAL NORTH Inflow Area = 0.789 ac, 16.77% Impervious, Inflow Depth = 5.39" for 100-yr event Inflow = 7.23 cfs @ 12.13 hrs, Volume= 0.354 af Primary = 7.23 cfs @ 12.13 hrs, Volume= 0.354 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Summary for Link 2L: TOTAL EAST Inflow Area = 8.048 ac, 45.70% Impervious, Inflow Depth = 5.93" for 100-yr event Inflow = 25.42 cfs @ 12.32 hrs, Volume= 3.975 af Primary = 25.42 cfs @ 12.32 hrs, Volume= 3.975 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-yr Rainfall=7.38"pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 26HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Link 3L: TOTAL SOUTH Inflow Area = 5.099 ac, 38.62% Impervious, Inflow Depth = 5.17" for 100-yr event Inflow = 8.72 cfs @ 12.22 hrs, Volume= 2.196 af Primary = 8.72 cfs @ 12.22 hrs, Volume= 2.196 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Summary for Link 4L: Outlet to HWY 212 Inflow Area = 4.775 ac, 41.24% Impervious, Inflow Depth = 5.21" for 100-yr event Inflow = 8.24 cfs @ 12.57 hrs, Volume= 2.072 af Primary = 8.24 cfs @ 12.57 hrs, Volume= 2.072 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 27HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff to Waters Edge Dr Runoff = 0.15 cfs @ 121.25 hrs, Volume= 0.458 af, Depth> 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 28,600 80 >75% Grass cover, Good, HSG D 5,762 98 Roofs, HSG A 34,362 83 98 Weighted Average, AMC Adjusted 28,600 83.23% Pervious Area 5,762 16.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.1 300 0.0330 0.82 Lag/CN Method, Summary for Subcatchment S10: Runoff to Outlet Runoff = 0.06 cfs @ 121.19 hrs, Volume= 0.192 af, Depth> 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 14,444 74 >75% Grass cover, Good, HSG C 0 98 Roofs, HSG A 14,444 74 98 Weighted Average, AMC Adjusted 14,444 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 80 0.2500 1.32 Lag/CN Method, Summary for Subcatchment S11: Runoff to Outlet Runoff = 0.04 cfs @ 121.19 hrs, Volume= 0.124 af, Depth> 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 9,289 74 >75% Grass cover, Good, HSG C 9,289 74 98 Weighted Average, AMC Adjusted 9,289 100.00% Pervious Area Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 28HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 60 0.1670 1.02 Lag/CN Method, Summary for Subcatchment S12: Runoff to Outlet Runoff = 0.01 cfs @ 121.19 hrs, Volume= 0.038 af, Depth> 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 2,879 80 >75% Grass cover, Good, HSG D 0 98 Roofs, HSG A 2,879 80 98 Weighted Average, AMC Adjusted 2,879 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 80 0.2500 1.58 Lag/CN Method, Summary for Subcatchment S2: Direct Runoff to P-1 Runoff = 1.30 cfs @ 121.30 hrs, Volume= 3.943 af, Depth> 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 139,387 80 >75% Grass cover, Good, HSG D * 156,793 98 Roofs & streets 296,180 90 98 Weighted Average, AMC Adjusted 139,387 47.06% Pervious Area 156,793 52.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment S3: Direct Runoff to P-1 Runoff = 0.12 cfs @ 121.25 hrs, Volume= 0.370 af, Depth> 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4 Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 29HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Adj Description 24,363 74 >75% Grass cover, Good, HSG C 3,402 98 Unconnected pavement, HSG A 27,765 77 98 Weighted Average, AMC UI Adjusted 24,363 87.75% Pervious Area 3,402 12.25% Impervious Area 3,402 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment S4: Direct Runoff to IB-1 Runoff = 0.43 cfs @ 121.35 hrs, Volume= 1.305 af, Depth> 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 63,524 74 >75% Grass cover, Good, HSG C * 34,514 98 Paved parking & Roofs 98,038 82 98 Weighted Average, AMC Adjusted 63,524 64.80% Pervious Area 34,514 35.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment S5: Direct Runoff to IB-1 Runoff = 0.42 cfs @ 121.32 hrs, Volume= 1.289 af, Depth> 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 45,564 80 >75% Grass cover, Good, HSG D * 51,258 98 Roofs & streets 96,822 90 98 Weighted Average, AMC Adjusted 45,564 47.06% Pervious Area 51,258 52.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 30HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment S6: Runoff to HWY 212 Runoff = 0.02 cfs @ 121.23 hrs, Volume= 0.058 af, Depth> 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 4,361 80 >75% Grass cover, Good, HSG D 4,361 80 98 Weighted Average, AMC Adjusted 4,361 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 195 0.0500 0.85 Lag/CN Method, Summary for Subcatchment S7: Runoff to Outlet Runoff = 0.02 cfs @ 121.23 hrs, Volume= 0.064 af, Depth> 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 4,782 80 >75% Grass cover, Good, HSG D 4,782 80 98 Weighted Average, AMC Adjusted 4,782 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 185 0.0430 0.78 Lag/CN Method, Summary for Subcatchment S8: Runoff to Outlet Runoff = 0.04 cfs @ 121.23 hrs, Volume= 0.111 af, Depth> 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 8,341 74 >75% Grass cover, Good, HSG C 8,341 74 98 Weighted Average, AMC Adjusted 8,341 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 225 0.0620 0.81 Lag/CN Method, Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 31HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment S9: Runoff to HWY 212 Runoff = 0.04 cfs @ 121.23 hrs, Volume= 0.130 af, Depth> 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 9,774 74 >75% Grass cover, Good, HSG C 9,774 74 98 Weighted Average, AMC Adjusted 9,774 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 200 0.0700 0.84 Lag/CN Method, Summary for Pond IB-1: South Infiltration Basin Inflow Area = 4.473 ac, 44.02% Impervious, Inflow Depth > 6.96" for snow event Inflow = 0.85 cfs @ 121.33 hrs, Volume= 2.594 af Outflow = 0.76 cfs @ 122.12 hrs, Volume= 2.470 af, Atten= 11%, Lag= 47.2 min Discarded = 0.04 cfs @ 122.12 hrs, Volume= 0.596 af Primary = 0.73 cfs @ 122.12 hrs, Volume= 1.873 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 900.43' @ 122.12 hrs Surf.Area= 7,572 sf Storage= 9,571 cf Plug-Flow detention time= 673.5 min calculated for 2.469 af (95% of inflow) Center-of-Mass det. time= 355.8 min ( 7,742.4 - 7,386.6 ) Volume Invert Avail.Storage Storage Description #1 899.00' 59,969 cf Infiltration Basin (C soils) (Prismatic) Listed below (Recalc) #2 900.55' 46 cf 4.00'D x 3.67'H EX CBMH -Impervious #3 900.55' 64 cf 15.0" Round RCP 15" EX CBMH - MH 702 -Impervious L= 51.8' S= 0.0078 '/' #4 899.90' 122 cf 4.00'D x 9.67'H MH 702 -Impervious #5 899.90' 256 cf 18.0" Round HDPE 18" MH 702 - CBMH 701 -Impervious L= 144.7' S= 0.0029 '/' #6 899.39' 86 cf 4.00'D x 6.87'H CBMH 701 -Impervious #7 899.39' 121 cf 18.0" Round RCP 18" CBMH 701 - FES 700 -Impervious L= 68.7' S= 0.0056 '/' #8 899.80' 65 cf 4.00'D x 5.20'H CBMH 801 -Impervious #9 899.80' 45 cf 15.0" Round RCP 15" CBMH 801- FES 800 -Impervious L= 36.7' S= 0.0216 '/' 60,774 cf Total Available Storage Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 32HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 899.00 5,644 0 0 899.80 6,685 4,932 4,932 900.00 6,952 1,364 6,295 902.00 9,831 16,783 23,078 904.00 13,040 22,871 45,949 905.00 15,000 14,020 59,969 Device Routing Invert Outlet Devices #1 Primary 899.20'12.0" Round Culvert L= 18.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 899.20' / 898.65' S= 0.0306 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Discarded 899.00'0.200 in/hr Infiltration (C soils) over Surface area Phase-In= 0.01' #3 Device 1 899.80'6.0" W x 6.0" H Vert. 6" W x 6" H Rect. Orifice C= 0.600 #4 Device 1 900.80'7.0" W x 9.0" H Vert. 7" W x 9" H Rect. Orifice C= 0.600 #5 Device 1 902.33'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #6 Secondary 903.90'18.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.04 cfs @ 122.12 hrs HW=900.43' (Free Discharge) 2=Infiltration (C soils) (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.73 cfs @ 122.12 hrs HW=900.43' (Free Discharge) 1=Culvert (Passes 0.73 cfs of 3.23 cfs potential flow) 3=6" W x 6" H Rect. Orifice (Orifice Controls 0.73 cfs @ 2.91 fps) 4=7" W x 9" H Rect. Orifice ( Controls 0.00 cfs) 5=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=899.00' (Free Discharge) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond P-1: North Pond Inflow Area = 7.650 ac, 48.07% Impervious, Inflow Depth > 6.96" for snow event Inflow = 1.46 cfs @ 121.29 hrs, Volume= 4.437 af Outflow = 1.26 cfs @ 122.24 hrs, Volume= 4.401 af, Atten= 14%, Lag= 57.4 min Primary = 1.26 cfs @ 122.24 hrs, Volume= 4.401 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Starting Elev= 902.00' Surf.Area= 23,156 sf Storage= 40,213 cf Peak Elev= 902.69' @ 122.24 hrs Surf.Area= 24,179 sf Storage= 49,275 cf (9,062 cf above start) Plug-Flow detention time= 2,451.2 min calculated for 3.478 af (78% of inflow) Center-of-Mass det. time= 120.8 min ( 7,504.4 - 7,383.6 ) Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 33HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 892.00' 40,213 cf Dead Volume (Prismatic) Listed below #2 902.00' 58,444 cf Live Storage (Prismatic) Listed below 98,657 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 892.00 648 0 0 894.00 1,517 2,165 2,165 896.00 2,722 4,239 6,404 898.00 4,299 7,021 13,425 900.00 6,242 10,541 23,966 901.00 7,337 6,790 30,756 902.00 11,578 9,458 40,213 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 902.00 11,578 0 0 904.00 14,526 26,104 26,104 906.00 17,814 32,340 58,444 Device Routing Invert Outlet Devices #1 Primary 900.50'21.0" Round Culvert L= 28.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 900.50' / 900.00' S= 0.0179 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 2.41 sf #2 Device 1 903.15'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Device 1 902.00'6.0" Vert. 2x - 6" Orifice X 2.00 C= 0.600 Primary OutFlow Max=1.26 cfs @ 122.24 hrs HW=902.69' (Free Discharge) 1=Culvert (Passes 1.26 cfs of 13.30 cfs potential flow) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 3=2x - 6" Orifice (Orifice Controls 1.26 cfs @ 3.21 fps) Summary for Link 1L: TOTAL NORTH Inflow Area = 0.789 ac, 16.77% Impervious, Inflow Depth > 6.96" for snow event Inflow = 0.15 cfs @ 121.25 hrs, Volume= 0.458 af Primary = 0.15 cfs @ 121.25 hrs, Volume= 0.458 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Summary for Link 2L: TOTAL EAST Inflow Area = 8.048 ac, 45.70% Impervious, Inflow Depth > 6.91" for snow event Inflow = 1.32 cfs @ 122.11 hrs, Volume= 4.631 af Primary = 1.32 cfs @ 122.11 hrs, Volume= 4.631 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Snowmelt_10d_100yr snow Rainfall=7.20", AMC=4pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 34HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Link 3L: TOTAL SOUTH Inflow Area = 5.099 ac, 38.62% Impervious, Inflow Depth > 5.26" for snow event Inflow = 0.83 cfs @ 121.84 hrs, Volume= 2.236 af Primary = 0.83 cfs @ 121.84 hrs, Volume= 2.236 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Summary for Link 4L: Outlet to HWY 212 Inflow Area = 4.775 ac, 41.24% Impervious, Inflow Depth > 5.15" for snow event Inflow = 0.78 cfs @ 121.98 hrs, Volume= 2.048 af Primary = 0.78 cfs @ 121.98 hrs, Volume= 2.048 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs IB-1 South Infiltration Basin Routing Diagram for pdrn Prepared by Alliant Engineering Inc., Printed 7/7/2017 HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Subcat Reach Pond Link MSE 24-hr 3 100-yr Rainfall=7.38"pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 2HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Pond IB-1: South Infiltration Basin Inflow Area = 4.473 ac, 44.02% Impervious, Inflow Depth = 5.73" for 100-yr event Inflow = 32.89 cfs @ 12.21 hrs, Volume= 2.137 af Outflow = 8.02 cfs @ 12.58 hrs, Volume= 2.137 af, Atten= 76%, Lag= 22.6 min Discarded = 0.06 cfs @ 12.58 hrs, Volume= 0.180 af Primary = 7.77 cfs @ 12.58 hrs, Volume= 1.955 af Secondary = 0.19 cfs @ 12.58 hrs, Volume= 0.002 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 903.92' @ 12.58 hrs Surf.Area= 12,908 sf Storage= 45,567 cf Plug-Flow detention time= 224.5 min calculated for 2.136 af (100% of inflow) Center-of-Mass det. time= 225.4 min ( 1,008.4 - 782.9 ) Volume Invert Avail.Storage Storage Description #1 899.00' 59,969 cf Infiltration Basin (C soils) (Prismatic) Listed below (Recalc) #2 900.55' 46 cf 4.00'D x 3.67'H EX CBMH -Impervious #3 900.55' 64 cf 15.0" Round RCP 15" EX CBMH - MH 702 -Impervious L= 51.8' S= 0.0078 '/' #4 899.90' 122 cf 4.00'D x 9.67'H MH 702 -Impervious #5 899.90' 256 cf 18.0" Round HDPE 18" MH 702 - CBMH 701 -Impervious L= 144.7' S= 0.0029 '/' #6 899.39' 86 cf 4.00'D x 6.87'H CBMH 701 -Impervious #7 899.39' 121 cf 18.0" Round RCP 18" CBMH 701 - FES 700 -Impervious L= 68.7' S= 0.0056 '/' #8 899.80' 65 cf 4.00'D x 5.20'H CBMH 801 -Impervious #9 899.80' 45 cf 15.0" Round RCP 15" CBMH 801- FES 800 -Impervious L= 36.7' S= 0.0216 '/' 60,774 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 899.00 5,644 0 0 899.80 6,685 4,932 4,932 900.00 6,952 1,364 6,295 902.00 9,831 16,783 23,078 904.00 13,040 22,871 45,949 905.00 15,000 14,020 59,969 Device Routing Invert Outlet Devices #1 Primary 899.20'12.0" Round Culvert L= 18.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 899.20' / 898.65' S= 0.0306 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Discarded 899.00'0.200 in/hr Infiltration (C soils) over Surface area Phase-In= 0.01' #3 Device 1 899.80'6.0" W x 6.0" H Vert. 6" W x 6" H Rect. Orifice C= 0.600 #4 Device 1 900.80'7.0" W x 9.0" H Vert. 7" W x 9" H Rect. Orifice C= 0.600 #5 Device 1 902.33'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #6 Secondary 903.90'18.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 MSE 24-hr 3 100-yr Rainfall=7.38"pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 3HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.06 cfs @ 12.58 hrs HW=903.92' (Free Discharge) 2=Infiltration (C soils) (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=7.76 cfs @ 12.58 hrs HW=903.92' (Free Discharge) 1=Culvert (Inlet Controls 7.76 cfs @ 9.89 fps) 3=6" W x 6" H Rect. Orifice (Passes < 2.37 cfs potential flow) 4=7" W x 9" H Rect. Orifice (Passes < 3.48 cfs potential flow) 5=Sharp-Crested Rectangular Weir (Passes < 24.05 cfs potential flow) Secondary OutFlow Max=0.08 cfs @ 12.58 hrs HW=903.92' (Free Discharge) 6=Broad-Crested Rectangular Weir (Weir Controls 0.08 cfs @ 0.30 fps) S11 Runoff to Outlet S2 Direct Runoff to P-1 S3 Direct Runoff to P-1 P-1 North Pond Routing Diagram for pdrn Prepared by Alliant Engineering Inc., Printed 7/7/2017 HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Subcat Reach Pond Link MSE 24-hr 3 NURP Rainfall=2.50"pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 2HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment S11: Runoff to Outlet Runoff = 0.27 cfs @ 12.08 hrs, Volume= 0.011 af, Depth= 0.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 NURP Rainfall=2.50" Area (sf) CN Description 9,289 74 >75% Grass cover, Good, HSG C 9,289 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 60 0.1670 1.02 Lag/CN Method, Summary for Subcatchment S2: Direct Runoff to P-1 Runoff = 15.66 cfs @ 12.18 hrs, Volume= 0.867 af, Depth= 1.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 NURP Rainfall=2.50" Area (sf) CN Description 139,387 80 >75% Grass cover, Good, HSG D * 156,793 98 Roofs & streets 296,180 90 Weighted Average 139,387 47.06% Pervious Area 156,793 52.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment S3: Direct Runoff to P-1 Runoff = 0.71 cfs @ 12.14 hrs, Volume= 0.035 af, Depth= 0.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MSE 24-hr 3 NURP Rainfall=2.50" Area (sf) CN Adj Description 24,363 74 >75% Grass cover, Good, HSG C 3,402 98 Unconnected pavement, HSG A 27,765 77 75 Weighted Average, UI Adjusted 24,363 87.75% Pervious Area 3,402 12.25% Impervious Area 3,402 100.00% Unconnected MSE 24-hr 3 NURP Rainfall=2.50"pdrn Printed 7/7/2017Prepared by Alliant Engineering Inc. Page 3HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Pond P-1: North Pond Inflow Area = 7.650 ac, 48.07% Impervious, Inflow Depth = 1.43" for NURP event Inflow = 16.42 cfs @ 12.17 hrs, Volume= 0.913 af Outflow = 4.02 cfs @ 12.50 hrs, Volume= 0.913 af, Atten= 76%, Lag= 19.7 min Primary = 4.02 cfs @ 12.50 hrs, Volume= 0.913 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Starting Elev= 902.00' Surf.Area= 23,156 sf Storage= 40,213 cf Peak Elev= 903.43' @ 12.50 hrs Surf.Area= 25,266 sf Storage= 58,892 cf (18,679 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 137.3 min ( 938.9 - 801.6 ) Volume Invert Avail.Storage Storage Description #1 892.00' 40,213 cf Dead Volume (Prismatic) Listed below #2 902.00' 58,444 cf Live Storage (Prismatic) Listed below 98,657 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 892.00 648 0 0 894.00 1,517 2,165 2,165 896.00 2,722 4,239 6,404 898.00 4,299 7,021 13,425 900.00 6,242 10,541 23,966 901.00 7,337 6,790 30,756 902.00 11,578 9,458 40,213 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 902.00 11,578 0 0 904.00 14,526 26,104 26,104 906.00 17,814 32,340 58,444 Device Routing Invert Outlet Devices #1 Primary 900.50'21.0" Round Culvert L= 28.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 900.50' / 900.00' S= 0.0179 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 2.41 sf #2 Device 1 903.15'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Device 1 902.00'6.0" Vert. 2x - 6" Orifice X 2.00 C= 0.600 Primary OutFlow Max=3.98 cfs @ 12.50 hrs HW=903.43' (Free Discharge) 1=Culvert (Passes 3.98 cfs of 16.61 cfs potential flow) 2=Sharp-Crested Rectangular Weir (Weir Controls 1.92 cfs @ 1.73 fps) 3=2x - 6" Orifice (Orifice Controls 2.05 cfs @ 5.23 fps) P8 Results - 2017-0707 "P8 Urban Catchment Model, Version 3.5 Run Date 07/07/17 Case proposed.p8c FirstDate 01/01/71 Precip(in) 50.4 Title West Park Proposed BMPs LastDate 12/31/72 Rain(in) 40.76 PrecFile msp_4989.pcp Events 134 Snow(in) 9.67 PartFile nurp50.p8p TotalHrs 16440 TotalYrs 1.88 Mass Balances by Device and Variable Device: OVERALL Type: NONE Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 29.19 0.02 7834.0 4177.2 98.76 03 infiltrate 7.24 0.01 196.0 104.5 9.96 04 exfiltrate 7.24 0.01 0.0 0.0 0.00 05 filtered 0.00 0.00 196.0 104.5 06 normal outlet 19.50 0.01 665.4 354.8 12.55 07 spillway outlet 2.44 0.00 112.8 60.1 17.02 08 sedimen + decay 0.00 0.00 6859.7 3657.7 09 total inflow 29.19 0.02 7834.0 4177.2 98.76 10 surface outflow 21.94 0.02 778.1 414.9 13.05 11 groundw outflow 7.24 0.01 0.0 0.0 0.00 12 total outflow 29.19 0.02 778.1 414.9 9.81 13 total trapped 0.00 0.00 7055.7 3762.2 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.2 0.1 Reduction (%) 0.00 0.00 90.1 90.1 Device: OVERALL Type: NONE Variable: TP Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 29.19 0.02 25.9 13.8 0.33 03 infiltrate 7.24 0.01 2.7 1.4 0.14 04 exfiltrate 7.24 0.01 0.2 0.1 0.01 05 filtered 0.00 0.00 2.5 1.3 06 normal outlet 19.50 0.01 7.4 3.9 0.14 07 spillway outlet 2.44 0.00 1.1 0.6 0.16 08 sedimen + decay 0.00 0.00 14.8 7.9 09 total inflow 29.19 0.02 25.9 13.8 0.33 10 surface outflow 21.94 0.02 8.5 4.5 0.14 11 groundw outflow 7.24 0.01 0.2 0.1 0.01 12 total outflow 29.19 0.02 8.7 4.6 0.11 13 total trapped 0.00 0.00 17.3 9.2 Page 1 P8 Results - 2017-0707 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 66.6 66.6 Device: WET_POND Type: POND Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 17.90 0.01 4941.5 2634.9 101.54 06 normal outlet 17.90 0.01 418.8 223.3 8.61 08 sedimen + decay 0.00 0.00 4522.7 2411.6 09 total inflow 17.90 0.01 4941.5 2634.9 101.54 10 surface outflow 17.90 0.01 418.8 223.3 8.61 12 total outflow 17.90 0.01 418.8 223.3 8.61 13 total trapped 0.00 0.00 4522.7 2411.6 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 91.5 91.5 Device: WET_POND Type: POND Variable: TP Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 17.90 0.01 16.2 8.7 0.33 06 normal outlet 17.90 0.01 6.4 3.4 0.13 08 sedimen + decay 0.00 0.00 9.8 5.2 09 total inflow 17.90 0.01 16.2 8.7 0.33 10 surface outflow 17.90 0.01 6.4 3.4 0.13 12 total outflow 17.90 0.01 6.4 3.4 0.13 13 total trapped 0.00 0.00 9.8 5.2 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 60.6 60.6 Device: INF_BASIN Type: INF_BASIN Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 9.68 0.01 2645.9 1410.8 100.56 03 infiltrate 7.24 0.01 196.0 104.5 9.96 04 exfiltrate 7.24 0.01 0.0 0.0 0.00 05 filtered 0.00 0.00 196.0 104.5 07 spillway outlet 2.44 0.00 112.8 60.1 17.02 08 sedimen + decay 0.00 0.00 2337.0 1246.1 09 total inflow 9.68 0.01 2645.9 1410.8 100.56 10 surface outflow 2.44 0.00 112.8 60.1 17.02 11 groundw outflow 7.24 0.01 0.0 0.0 0.00 12 total outflow 9.68 0.01 112.8 60.1 4.29 13 total trapped 0.00 0.00 2533.0 1350.6 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.2 0.1 Page 2 P8 Results - 2017-0707 Reduction (%) 0.00 0.00 95.7 95.7 Device: INF_BASIN Type: INF_BASIN Variable: TP Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 9.68 0.01 8.7 4.6 0.33 03 infiltrate 7.24 0.01 2.7 1.4 0.14 04 exfiltrate 7.24 0.01 0.2 0.1 0.01 05 filtered 0.00 0.00 2.5 1.3 07 spillway outlet 2.44 0.00 1.1 0.6 0.16 08 sedimen + decay 0.00 0.00 4.9 2.6 09 total inflow 9.68 0.01 8.7 4.6 0.33 10 surface outflow 2.44 0.00 1.1 0.6 0.16 11 groundw outflow 7.24 0.01 0.2 0.1 0.01 12 total outflow 9.68 0.01 1.3 0.7 0.05 13 total trapped 0.00 0.00 7.4 4.0 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 85.3 85.3 Device: TOTAL Type: PIPE Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 1.60 0.00 246.6 131.5 56.67 06 normal outlet 1.60 0.00 246.6 131.5 56.67 09 total inflow 1.60 0.00 246.6 131.5 56.67 10 surface outflow 1.60 0.00 246.6 131.5 56.67 12 total outflow 1.60 0.00 246.6 131.5 56.67 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 0.0 0.0 Device: TOTAL Type: PIPE Variable: TP Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 1.60 0.00 1.0 0.5 0.23 06 normal outlet 1.60 0.00 1.0 0.5 0.23 09 total inflow 1.60 0.00 1.0 0.5 0.23 10 surface outflow 1.60 0.00 1.0 0.5 0.23 12 total outflow 1.60 0.00 1.0 0.5 0.23 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 0.0 0.0 " Page 3 RWMWD Stormwater Reuse Credit Calculator Version 1.0 DRAFT February 2014 WEST PARK Watershed Area Tributary to Stormwater Reuse System (acre) 7.7 Watershed Imperviousness* Tributary to Stormwater Reuse System *assumed to be directly-connected (%) 48 C (ac-ft) 0.776 (cu-ft) 33809 (gal) 252,909 Irrigation Application Area (ac)(acre) 3.42 (in/week) 1.0 (ac-ft/day) 0.0408 Irrigation Season Start (month #)5 Irrigation Season End (month #)9 Does the system go offline and drain down at the end of the season?(1=Yes / 0=No)1 Average Annual Precipitation (in/yr) 27.7 Average Annual Watershed Runoff Volume (ac-ft/yr) 8.21 Average Annual Runoff Coefficient 0.47 (ac-ft/yr) 3.5 (%) 42.9 (ac-ft/yr) 4.7 (%) 57.1 Average Annual Irrigation Demand (ac-ft/yr) 4.5 (ac-ft/yr) 3.5 (%) 77.9 (ac-ft/yr) 1.0 (%) 22.1 Required Water Quality Volume for Watershed Based on RWMWD Rules (1.1 inch)(ac-ft) 0.337 Average Annual Volume Reduction for an Infiltration System Sized to Meet the RWMWD Rules (Estimated by MIDS Calculator)(%) 86.3 Average Annual Runoff Volume Reduction due to Stormwater Reuse for Irrigation (%) 42.9 RWMWD Credit Factor For Stormwater Reuse 0.50 (ac-ft) 0.776 (gal) 252909 (cu-ft) 33809 (ac-ft) 0.385 (gal) 125,587 (cu-ft) 16789 Reuse Scenario Name Watershed Hydrologic Soil Group (HSG) Estimated Reuse Storage Volume Irrigation Application Rate Watershed Input Parameters Stormwater Reuse System Input Parameters Reuse Storage Volume that can be applied towards achieving the RWMWD Rules Stormwater Reuse Summary of Results - Stormwater Management Average Annual Runoff Volume Reduction due to Stormwater Reuse for Irrigation RWMWD Credit Factor For Stormwater Reuse Average Annual Runoff Volume Bypassing the Reuse System (including Winterization Drawdown, if applicable) Average Annual Irrigation Augmentation (from Potable Water Supply) Stormwater Reuse Summary of Results - Irrigation Demand Average Annual Irrigation Demand met by Stormwater Reuse Reuse Storage Volume Provided STORM SEWER DESIGN WORKSHEET - POST-DEVELOPMENT CONDITIONSPROJECT NAME: WEST PARKALLIANT ENGINEERING, INC.PROJECT NUMBER: 160199SUITE 300PREPARED BY: PLN | REVISED BY: NSREVISION DATE: 7-7-17DESIGN STORM FREQUENCY = 10 YEARSIMP RUNOFFINTENSITY P. DIA. P. SLOPE P. TYPE MANNING'S P. CAP. P. VELOCITY PIPE CAP. OVER FROM TO RIM COVER STR. CAST BUILDFROM TO TOTAL IMPERVIOUS INCR. CUM. % C INCR. CUM. PIPE CUM. i INCR. CUM. D [IN] S [FT/FT] n Q [CFS] MAX [FT/S] LENGTH [FT] Q [CFS] INVERT INVERT ELEV [FT] TYPE TYPE [FT]CB 105CBMH 10432557 273810.747 0.747 84% 0.79 0.589 0.58915.00 15.004.77 2.811 2.81115 0.0050 HDPE0.010 5.94 4.8445.673.1266907.8907.52911.702.502X3 R-3067-VB3.95CBMH 104 CBMH 10323596 193380.542 1.289 82% 0.77 0.419 1.009 0.16 15.16 4.75 1.989 4.78815 0.0150 HDPE0.010 10.29 8.3883.355.4972 907.42 906.17912.423.4548 R-3290-A5.00CBMH 103 CBMH 102000.0001.2890%0.200.0001.0090.1715.324.720.0004.764150.0156HDPE0.01010.498.5554.905.7243906.07905.22912.925.3048R-25016.85CBMH 102 MH 101362127610.0831.37276%0.730.0611.0700.1115.434.710.2875.037150.0156HDPE0.01010.498.5546.875.4520905.12904.38912.125.4548R-3067-VB7.00MH 101 FES 100000.0001.3720%0.200.0001.0700.0915.524.700.0005.023150.0156RCP0.0138.076.5756.763.0450902.88902.00910.704.8748R-16427.821.3721.070902.00CB 216CBMH 21533688 41650.773 0.773 12% 0.29 0.222 0.22215.00 15.004.77 1.057 1.05715 0.0034 HDPE0.010 4.90 3.9913.533.8398903.95903.90907.902.5027 R-43423.95CBMH 215 CBMH 2147927 71710.182 0.955 90% 0.83 0.152 0.373 0.06 15.06 4.76 0.722 1.77715 0.0034 HDPE0.010 4.90 3.9924.003.1196 903.90 903.82910.244.8948 R-3067-VB6.34CBMH 214 CBMH 2131128144710.2591.21440%0.480.1240.4970.1015.164.750.5872.359150.0034HDPE0.0104.903.9954.402.5379903.82903.64910.244.9748R-3067-VB6.42CBMH 213 CBMH 210345631300.0791.29491%0.830.0660.5630.2315.384.720.3122.655150.0034HDPE0.0104.903.99153.402.2417903.64903.12912.137.0448R-3067-V8.49CB 212CBMH 2101411146750.3240.32433%0.430.1400.14015.0015.004.770.6670.667150.0040HDPE0.0105.314.33102.454.6439907.55907.14911.502.5027R-43423.95CB 211CBMH 2101015980420.2330.23379%0.750.1760.17615.0015.004.770.8390.839150.0040HDPE0.0105.314.3324.004.4724908.23908.13912.182.502X3R-3290-A3.95CBMH 210CBMH 2021176397270.2702.12183%0.780.2101.0890.0915.094.761.0005.180180.0030HDPE0.0107.484.2378.342.2992903.12902.88912.182.6048R-3290-A9.06CB 209CBMH 20812534 11430.288 0.288 9% 0.26 0.076 0.07615.00 15.004.77 0.362 0.36215 0.0044 HDPE0.010 5.57 4.5486.375.2084911.05910.67915.002.5027 R-43423.95CBMH 208 CBMH 2050 00.0000.2880%0.200.0000.0760.3215.324.720.0000.359150.0045HDPE0.0105.634.5994.285.2747910.67910.25916.404.2848R-3067-V5.73CB 207CBMH 2063903 22650.090 0.090 58% 0.61 0.054 0.05415.00 15.004.77 0.259 0.25915 0.0061 HDPE0.010 6.56 5.3428.286.2998911.11910.94915.062.502X3 R-3067-V3.95CBMH 206 CBMH 2058970 79910.206 0.296 89% 0.82 0.170 0.224 0.09 15.09 4.76 0.807 1.06515 0.0170 HDPE0.010 10.95 8.9243.329.8842 910.94 910.20914.892.5048 R-3067-V3.95CBMH 205CBMH 203370218720.0850.66851%0.550.0470.3470.0815.174.750.2231.646150.0264HDPE0.01013.6411.1292.2411.9985910.20907.77914.202.5048R-3067-VB4.00CB 204CBMH 20335174173150.8070.80749%0.540.4400.44015.0015.004.772.0972.097150.0044HDPE0.0105.564.5346.413.4605907.05906.85911.002.502X3R-3067-VB3.95CBMH 203CBMH 20214875111360.3411.81775%0.720.2471.0340.1715.174.751.1734.906150.0160HDPE0.01010.628.66119.455.7163906.85904.94911.722.5048R-3290-A4.87CBMH 202CBMH 201132412440.0303.96894%0.860.0262.1490.2315.404.710.12310.129180.0057HDPE0.01010.315.8377.480.1806902.88902.44912.496.1048R-3290-A9.61CBMH 201 FES 2007259 57160.167 4.135 79% 0.75 0.125 2.274 0.22 15.62 4.68 0.586 10.65018 0.0105 RCP0.013 10.76 6.0942.050.1137 902.44 902.00911.597.4548 R-3067-VB9.154.1352.274902.00CBMH 30012916.693.7948 R-3067-VEX MH 301916.39R-1642CBMH 30215916.734.3548 R-3067-VFES 500OCS 50124 0.0000 RCP0.01312.00902.0902.00OCS 501FES 50221 0.0179 RCP0.01328.00900.5900.00DETAILFES 600OCS 60115 0.0000 RCP0.01314.67899.8899.80OCS 601FES 60212 0.0306 RCP0.01318.00899.2898.65DETAILEX CBMH 70249788 326841.143 1.143 66% 0.66 0.754 0.75415.00 15.004.77 3.595 3.59515 0.0078 RCP0.013 5.69 4.6351.852.0916900.55900.15904.22MH 702 CBMH 70100.000 1.143 0% 0.20 0.000 0.754 0.19 15.19 4.74 0.000 3.57518 0.0029 HDPE0.010 7.29 4.13144.693.7148 899.90 899.49909.577.9748 R-16429.67CBMH 701 FES 70032173 268380.739 1.882 83% 0.78 0.579 1.333 0.58 15.77 4.66 2.700 6.21418 0.0056 RCP0.013 7.86 4.4568.721.6464 899.39 899.00906.265.0748 R-3067-VB6.87899.00CB 804CBMH 8035575 13630.128 0.128 24% 0.37 0.048 0.04815.00 15.004.77 0.227 0.22715 0.0147 HDPE0.010 10.18 8.3061.239.9552906.1905.15910.002.5027 R-43423.95CBMH 803 CBMH 80214034 100410.322 0.450 72% 0.70 0.226 0.273 0.12 15.12 4.75 1.073 1.29915 0.0030 HDPE0.010 4.60 3.75153.693.3010 905.05 904.59909.102.5048 R-3067-VB4.05CBMH 802 CBMH 801453340230.1040.55489%0.820.0850.3590.6815.814.660.3981.671150.0310HDPE0.01014.7912.05111.0013.1147904.49901.05909.803.7648R-3067-VB5.31CBMH 801 FES 8003227848500.7411.29515%0.310.2260.5850.1515.964.641.0492.712150.0216RCP0.0139.497.7436.716.7817899.80899.00905.002.5048R-43425.20899.00FES 901 FES 90022653 39820.520 0.520 18% 0.32 0.168 0.16815.00 15.004.77 0.801 0.80115 0.0100 RCP0.013 6.46 5.2630.005.6586906.60906.30NOTES:Information in blue represent hand entry data.Information in black represent calculated results using excel formulas.910.93911.70Q [CFS]MH/CBAREA [AC]TIME OF CONC. [MIN]AREA [SF]A*C Hydrologic Soil Group—Carver County, Minnesota (a) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/4/2017 Page 1 of 4496567049657504965830496591049659904966070496615049662304966310496567049657504965830496591049659904966070496615049662304966310457100457180457260457340457420457500457580 457100 457180 457260 457340 457420 457500 457580 44° 50' 57'' N 93° 32' 35'' W44° 50' 57'' N93° 32' 10'' W44° 50' 34'' N 93° 32' 35'' W44° 50' 34'' N 93° 32' 10'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 15N WGS84 0 150 300 600 900 Feet 0 50 100 200 300 Meters Map Scale: 1:3,480 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available 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. Hydrologic Soil Group—Carver County, Minnesota (a) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/4/2017 Page 2 of 4 Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Carver County, Minnesota (MN019) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI CW Cordova-Webster complex C/D 3.4 13.4% EB Estherville sandy loam, 2 to 6 percent slopes A 0.2 0.8% HC2 Estherville-Hawick sandy loams, 6 to 12 percent slopes, eroded A 1.5 5.9% HM Hamel loam, 0 to 2 percent slopes C/D 4.6 17.8% KB Kilkenny-Lester loams, 2 to 6 percent slopes C/D 0.0 0.1% KB2 Lester-Kilkenny loams, 2 to 6 percent slopes, eroded B 5.2 20.4% KC2 Lester-Kilkenny loams, 6 to 12 percent slopes, eroded B 2.4 9.4% LA Le Sueur-Lester loams, 1 to 4 percent slopes B/D 0.4 1.6% ND3 Lester-Kilkenny clay loams, 12 to 18 percent slopes, severely eroded B 0.7 2.6% YB Rasset-Lester-Kilkenny complex, 2 to 6 percent slopes A 7.2 28.0% Totals for Area of Interest 25.7 100.0% Hydrologic Soil Group—Carver County, Minnesota a Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/4/2017 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Carver County, Minnesota a Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/4/2017 Page 4 of 4 Table of Contents Description Page A. Introduction ...................................................................................................................................... 1 A.1. Project Description .............................................................................................................. 1 A.2. Site Conditions and History ................................................................................................. 1 A.3. Purpose ................................................................................................................................ 1 A.4. Background Information and Reference Documents .......................................................... 2 A.5. Scope of Services ................................................................................................................. 2 B. Results .............................................................................................................................................. 3 B.1. Geologic Overview .............................................................................................................. 3 B.2. Boring Results ...................................................................................................................... 3 B.3. Groundwater ....................................................................................................................... 5 B.4. Laboratory Test Results ....................................................................................................... 5 C. Recommendations ........................................................................................................................... 6 C.1. Design and Construction Discussion ................................................................................... 6 C.1.a. Building Subgrade Preparation .............................................................................. 6 C.1.b. Existing Fill .............................................................................................................. 6 C.1.c. Reuse of On-Site Soils ............................................................................................. 7 C.1.d. Effects of Groundwater .......................................................................................... 7 C.2. Site Grading and Subgrade Preparation .............................................................................. 7 C.2.a. Building Subgrade Excavations ............................................................................... 7 C.2.b. Excavation Oversizing ............................................................................................. 8 C.2.c. Excavated Slopes .................................................................................................... 9 C.2.d. Excavation Dewatering ......................................................................................... 10 C.2.e. Selecting Excavation Backfill and Additional Required Fill ................................... 10 C.2.f. Pavement and Exterior Slab Subgrade Preparation ............................................. 10 C.2.g. Pavement Subgrade Proofroll .............................................................................. 11 C.2.h. Compaction Requirements ................................................................................... 11 C.3. Spread Footings ................................................................................................................. 12 C.3.a. Embedment Depth ............................................................................................... 12 C.3.b. Subgrade Improvement ....................................................................................... 12 C.3.c. Net Allowable Bearing Pressure ........................................................................... 12 C.3.d. Settlement ............................................................................................................ 12 C.4. Interior Slabs ..................................................................................................................... 12 C.4.a. Moisture Vapor Protection .................................................................................. 12 C.4.b. Radon ................................................................................................................... 13 C.5. Frost Protection ................................................................................................................. 13 C.5.a. General ................................................................................................................. 13 C.5.b. Frost Heave Mitigation ......................................................................................... 13 C.6. Pavements and Exterior Slabs ........................................................................................... 15 C.6.a. Design Sections .................................................................................................... 15 C.6.b. Bituminous Pavement Materials .......................................................................... 15 C.6.c. Subgrade Drainage ............................................................................................... 15 C.6.d. Performance and Maintenance ........................................................................... 16 C.7. Utilities .............................................................................................................................. 16 C.7.a. Subgrade Stabilization .......................................................................................... 16 C.7.b. Selection, Placement, and Compaction of Backfill ............................................... 16 Table of Contents (continued) Description Page C.7.c. Dewatering ........................................................................................................... 17 C.7.d. Corrosion Potential .............................................................................................. 17 C.8. Stormwater........................................................................................................................ 17 D. Procedures...................................................................................................................................... 18 D.1. Penetration Test Borings ................................................................................................... 18 D.2. Test Pit Observations......................................................................................................... 18 D.3. Exploration Logs ................................................................................................................ 18 D.3.a. Log of Boring Sheets ............................................................................................. 18 D.3.b. Geologic Origins ................................................................................................... 18 D.4. Material Classification and Testing ................................................................................... 19 D.4.a. Visual and Manual Classification .......................................................................... 19 D.4.b. Laboratory Testing ............................................................................................... 19 D.5. Groundwater Measurements ............................................................................................ 19 E. Qualifications .................................................................................................................................. 19 E.1. Variations in Subsurface Conditions .................................................................................. 19 E.1.a. Material Strata ..................................................................................................... 19 E.1.b. Groundwater Levels ............................................................................................. 20 E.2. Continuity of Professional Responsibility .......................................................................... 20 E.2.a. Plan Review .......................................................................................................... 20 E.2.b. Construction Observations and Testing ............................................................... 20 E.3. Use of Report..................................................................................................................... 20 E.4. Standard of Care ................................................................................................................ 20 Appendix A – North Site Soil Boring Location Sketch Log of Boring Sheets ST-1 through ST-7 Log of Test Pit Sheets TP-4 through TP-9 Descriptive Terminology of Soil Appendix B – South Site Soil Boring Location Sketch – Haugo Geotechnical Services 2013 Log of Previous Boring Sheets SB-1 through SB-4 – Haugo Geotechnical Services 2013 Log of Test Pit Sheets TP-1 through TP-3 A. Introduction A.1. Project Description PulteGroup, Inc. is planning to develop a 10-acre site located to the east of the intersection of Waters Edge Drive and on both sides of Lake Susan Drive. The proposed development will consist of 13 townhouse buildings with 65 units in the northern property and 4 townhouse buildings with 21 units in the southern property. The development will also include the construction of the associated streets, underground utilities, and two stormwater ponds. Based on the site plan provided by Alliant Engineering, it appears the structures will be slab on grade and include 4 to 6 units in each building. We assume the construction will consist of 2-story wood framed houses with pitched roofs, on poured concrete foundations. We have assumed that bearing wall loads associated with the proposed residential construction will range from 3 to 4 kips (3,000 to 4,000 pounds) per linear foot (klf) and column loads, if any, will be no greater than 50 kips per column. A.2. Site Conditions and History The two parcels of land are located east of Waters Edge Drive; one on each of the north and south sides of Lake Susan Drive. Both parcels are immediately north of US Highway 212. Currently, both parcels consist of two empty grass fields with a farm site in the north half of the northern property. Based on the recorded survey, site elevations for the north parcel range from about 903 to 917 feet Mean Sea Level (MSL), generally sloping downward across the southern portion of the site. The elevations of the south parcel generally range from about 907 to 910 MSL. Site grading occurred on the southern portion of the north parcel in 2008. Braun Intertec performed excavation observations and compaction testing during site grading. A Summary Report of Excavation Observations and Compaction Testing can be found under Braun Intertec project number BL-08-01881, dated October 6, 2008. A.3. Purpose The purpose of a geotechnical Evaluation is to characterize subsurface geologic conditions at selected exploration locations and evaluate their impact on the design and construction of the proposed residential development. PulteGroup Inc. Project B1611559 May 31, 2017 Page 2 A.4. Background Information and Reference Documents We reviewed the following information: Available public aerial photographs showing the existing and historical site conditions. A provided Concept Sketch Plan, prepared by Alliant Engineering, dated February 2, 2017. A provided Soil Boring plan, prepared by Alliant Engineering and was not dated. Previous Summary Report of Excavation Observations and Compaction Testing, prepared by Braun Intertec, dated October 6, 2008. Previous soil boring information that was completed on the south parcel by Haugo GeoTechnical Services under project number 13-354. Geologic atlas showing the general soil types present in this area. We have described our understanding of the proposed construction and site to the extent others reported it to us. Depending on the extent of available information, we may have made assumptions based on our experience with similar projects. If we have not correctly recorded or interpreted the project details, the project team should notify us. New or changed information could require additional evaluation, analyses and/or recommendations. A.5. Scope of Services We performed our scope of services for the project in accordance with our Revised Proposal to PulteGroup, Inc., dated February 8, 2017. The following list describes the geotechnical tasks completed in accordance with our authorized scope of services. Reviewing the background information and reference documents previously cited. Coordinating the clearing of the exploration locations of public underground utilities. Performing seven standard penetration test (SPT) borings, denoted as ST-1 to ST-7, to nominal depths of 15 to 20 feet below grade across the north parcel. PulteGroup Inc. Project B1611559 May 31, 2017 Page 3 Observing the excavation of nine test pits, denoted as TP-1 to TP-9. Performing laboratory testing on select samples to aid in soil classification and engineering analysis. Preparing this report containing a boring location sketch, logs of current and previous soil borings, a summary of the soils encountered by the current and previous borings, results of laboratory tests, and recommendations for structure and pavement subgrade preparation and the design of foundations, floor slabs, exterior slabs, utilities, pavements and stormwater ponds. The scope of services for this project included a Phase I Environmental Site Assessment (ESA). The results of this Phase I ESA are not discussed herein but are provided under separate cover. B. Results B.1. Geologic Overview We based the geologic origins used in this report on the soil types, laboratory testing, and available common knowledge of the geological history of the site. Because of the complex depositional history, geologic origins can be difficult to ascertain. We did not perform a detailed investigation of the geologic history for the site. B.2. Boring Results Table 1 provides a summary of the current and previous soil boring results and test pits, in the general order they were encountered. Please refer to the Log of Boring sheets in Appendix A for additional details. The Descriptive Terminology sheet in Appendix A includes definitions of abbreviations used in Table 1. PulteGroup Inc. Project B1611559 May 31, 2017 Page 4 Table 1. Subsurface Profile Summary* Strata Soil Type - ASTM Classification Range of Penetration Resistances (BPF) Commentary and Details Topsoil OL --- Black. Thickness at Boring SB-4 and Test Pits TP-7 and TP-9 was 1 to 1 1/2 feet. Moisture condition was moist. Topsoil Fill SC, CL --- Dark brown to black. Not encountered at boring ST-1 Thicknesses at boring and test pit locations varied from 0.5 to 3 feet. Moisture condition generally wet, frozen at time of drilling some of the borings. Engineered Fill SC, CL 6 to 19 Encountered in northern property. Thicknesses at boring and test pit locations varied from 7 to 18 feet. Moisture condition generally wet. Uncontrolled Fill SC, SP-SM, OL 6 to 9 Encountered in southern property and Boring ST-6. Thicknesses at boring and test pit locations varied from 3 to 7 1/2 feet. Moisture condition varied from moist to waterbearing. Glacial Deposits SC, CL 7 to 32 Encountered in all borings and test pits except for ST-7 Consistency of medium to hard. Variable amounts of gravel; may contain cobbles and boulders. General penetration resistance of 10 to 20 BPF. Moisture condition generally wet. SP-SM 11 to 23 Encountered at borings SB-1, SB-2, TP-1 and TP-2 at depths ranging from 6 to 11 feet below the ground surface and extended to the boring or test pit termination. Relative density of medium dense Variable amounts of gravel; may contain cobbles and boulders. Moisture condition was waterbearing. *Abbreviations defined in the attached Descriptive Terminology sheet. PulteGroup Inc. Project B1611559 May 31, 2017 Page 5 B.3. Groundwater Table 2 summarizes the depths where groundwater was observed; the attached Log of Boring sheets in Appendix A also include this information and additional details. The table only includes the soil borings where groundwater was observed. Table 2. Groundwater Summary Location Surface Elevation Measured or Estimated Depth to Groundwater (ft) Corresponding Groundwater Elevation (ft) ST-3 911.5 17 894 1/2 ST-5 912.9 9 1/2 903 1/2 ST-6 902.9 2 901 ST-7 907.4 1 1/2 906 SB-1 908 9 899 SB-2 910 5 905 TP-1 900 8 892 TP-2 905 8 897 The soil borings and test pit excavations encountered groundwater ranging from elevation 892 to 906 feet MSL with an average of 900 feet MSL. Seasonal and annual fluctuations of groundwater should be anticipated. B.4. Laboratory Test Results The boring logs show the results of the laboratory testing we performed, next to the tested sample depth. The laboratory tests were all completed in general conformance with the applicable ASTM standards. The Log of Boring sheets are in Appendix A of this report. The moisture content tests (ASTM D 2216) we performed showed moisture contents of the clays ranging from about 9 to 26 percent indicating that the material was generally above its probable optimum moisture content. PulteGroup Inc. Project B1611559 May 31, 2017 Page 6 Our mechanical analyses test (ASTM C117) indicated that the clay soil sample from Boring ST-3 that was tested contained 52 percent silt and clay, by weight. This correlates to a soil classification of sandy lean clay (CL). Our organic content test (ASTM D 2974) indicated that the clay soil sample tested from Boring ST-6 contained 6 percent organic material, by weight. This correlates to a soil type of organic clay (OL). Our Atterberg Limits test (ASTM D 4318) indicated that the clay soil sample tested from Boring ST-1 had a liquid limit of 32 percent, a plastic limit of 20 percent and a plasticity index of 12. These results indicate that the soil is a lean clay (CL) that is not considered expansive. C. Recommendations C.1. Design and Construction Discussion C.1.a. Building Subgrade Preparation Based on the results of our subsurface exploration and evaluation, spread footing foundations bearing on engineered fill and/or native soils can support the proposed structures, after performing typical subgrade preparation. Typical subgrade preparation includes removing existing undocumented fill, topsoil or organic soils, and structures. We anticipate cuts and fills to be less than 10 feet from existing grades. C.1.b. Existing Fill Based on the results from the Summary Report of Excavation Observations and Compaction Testing, prepared by Braun Intertec, dated October 6, 2008, the existing non-organic fill on a portion of the northern property is suitable to support the proposed structures. The exception is the area of Boring ST-6, where a layer of organic clay fill was encountered below a layer of non-organic clayey sand fill. The fill and organic clay fill is not directly suitable for structure support and will need to be removed from beneath future structures and streets. The site grading that occurred in 2008 did not encompass the entire northern parcel and the exact boundaries of the excavation are not known. We recommend evaluating the soils in the area of ST-6 during site grading to find the transition of controlled fill to uncontrolled fill. Soil corrections may be necessary around the existing farmstead and along the eastern portion of the northern parcel. PulteGroup Inc. Project B1611559 May 31, 2017 Page 7 The existing fill encountered by the borings in the southern property does not have compaction records available at this time and should be removed and re-compacted as engineered fill beneath house pads and oversize areas. C.1.c. Reuse of On-Site Soils Based on the results of the soil borings, it is our opinion that most of the soils encountered below the topsoil can be reused as compacted fill, provided that the soils are properly moisture-conditioned. We do not recommend reusing existing fill that contains debris or organic material as structural fill. C.1.d. Effects of Groundwater Within the borings, groundwater was observed at approximate elevations of 892 to 906 feet MSL. Excavations extending near or below the groundwater levels should be anticipated and require dewatering. Because most of the soils encountered by the borings consisted of lean clay, sandy lean clay or clayey sand, controlling water can be completed with sumps and pumps within the excavations. However, where sand soils are encountered, well points should be anticipated if dewatering is required. C.2. Site Grading and Subgrade Preparation C.2.a. Building Subgrade Excavations We recommend removing unsuitable materials from beneath house pads and oversize areas. We define unsuitable materials as vegetation, topsoil, undocumented fill, organic soils, existing structures, existing utilities, and soft/loose soil. Table 3 shows the anticipated excavation depths and approximate bottom of excavation elevations at each of the boring locations. Table 3. Building Excavation Depths Location Approximate Surface Elevation (ft) Anticipated Excavation Depth (ft) Anticipated Bottom Elevation (ft) ST-1 915.2 0 915 ST-2 914.5 1/2 914 ST-3 911.5 2 1/2 909 ST-4 916.6 1 915 1/2 ST-5 912.9 1 912 ST-6 902.9 7 896 PulteGroup Inc. Project B1611559 May 31, 2017 Page 8 Location Approximate Surface Elevation (ft) Anticipated Excavation Depth (ft) Anticipated Bottom Elevation (ft) ST-7 907.4 1 906 1/2 SB-1 908 4 904 SB-2 910 6 904 SB-3 907 1 906 SB-4 910 2 908 TP-1 900 8 892 TP-2 905 6 899 TP-3 907 4 903 TP-4 910 1 909 TP-5 909 2 907 TP-7 915 1 1/2 913 1/2 TP-8 907 6 901 TP-9 920 1 919 Excavation depths will vary between the borings and test pits. Portions of the excavations may also extend deeper than indicated by the borings and test pits. A geotechnical representative should observe the excavations to make the necessary field judgments regarding the suitability of the exposed soils. Any disturbed areas should be re-compacted. The contractor should use equipment and techniques to minimize soil disturbance. If soils become disturbed or are wet, we recommend excavation and replacement of the disturbed or unstable soils. C.2.b. Excavation Oversizing When removing unsuitable materials below structures or pavements, we recommend the excavation extend outward and downward at a slope of 1H:1V (horizontal:vertical) or flatter. See Figure 1 for an illustration of excavation oversizing. PulteGroup Inc. Project B1611559 May 31, 2017 Page 9 Figure 1. Generalized Illustration of Oversizing C.2.c. Excavated Slopes Based on the borings, we anticipate on-site soils in excavations will consist of clay soils. These soils are typically considered Type B Soil under OSHA (Occupational Safety and Health Administration) guidelines. OSHA guidelines indicate unsupported excavations in Type B soils should have a gradient no steeper than 1H:1V. Slopes constructed in this manner may still exhibit surface sloughing. OSHA requires an engineer to evaluate slopes or excavations over 20 feet in depth. The sand soils encountered in Borings SB-1 and SB-2 consisted of a mixture of sand and clay and are typically considered Type C Soil under OSHA guidelines. OSHA guidelines indicate unsupported excavations in Type C soils should have a gradient no steeper than 1.5H:1V. 1. Engineered fill as defined in C.2 2. Excavation oversizing minimum of 1 to 1 (horizontal to vertical) slope or flatter 3. Engineered fill as required to meet pavement support or landscaping requirements as defined in C.2 4. Excavation backslope to OSHA requirements PulteGroup Inc. Project B1611559 May 31, 2017 Page 10 An OSHA-approved qualified person should review the soil classification in the field. Excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P, “Excavations and Trenches.” This document states excavation safety is the responsibility of the contractor. The project specifications should reference these OSHA requirements. C.2.d. Excavation Dewatering We recommend removing groundwater from the excavations. Project planning should include temporary sumps and pumps for excavations in low-permeability soils, such as clays. Dewatering of high- permeability soils (e.g., sands) from within the excavation with conventional pumps has the potential to loosen the soils, due to upward flow. A well contractor should develop a dewatering plan; the design team should review this plan. C.2.e. Selecting Excavation Backfill and Additional Required Fill On-site soils free of organic soil and debris can be considered for reuse as backfill and fill. However, the topsoil should not be re-used as engineered fill under house pads or below streets. C.2.f. Pavement and Exterior Slab Subgrade Preparation We recommend the following steps for pavement and exterior slab subgrade preparation. Note that project planning may need to require additional subcuts to limit frost heave. 1. Strip unsuitable soils consisting of topsoil, organic soils, vegetation, existing structures and pavements from the area, within 3 feet of the surface of the proposed pavement grade. 2. Have a geotechnical representative observe the excavated subgrade to evaluate if additional subgrade improvements are necessary. 3. Slope subgrade soils to areas of sand or drain tile to allow the removal of accumulating water. 4. Scarify, moisture condition and surface compact the subgrade with at least three passes of a large roller with a minimum drum diameter of 3 1/2 feet. 5. Place pavement fill to grade and compact in accordance with Section C.2.h to bottom of pavement and exterior slab section. 6. Proofroll the pavement or exterior slab subgrade as described in Section C.2.g. PulteGroup Inc. Project B1611559 May 31, 2017 Page 11 C.2.g. Pavement Subgrade Proofroll After preparing the subgrade as described above and prior to the placement of the aggregate base, we recommend proofrolling the subgrade soils with a fully loaded tandem-axle truck. We also recommend having a geotechnical representative observe the proofroll. Areas that fail the proofroll likely indicate soft or weak areas that will require additional soil correction work to support pavements. The contractor should correct areas that display excessive yielding or rutting during the proofroll, as determined by the geotechnical representative. Possible options for subgrade correction include moisture conditioning and re-compaction, subcutting and replacement with soil or crushed aggregate, chemical stabilization and/or geotextiles. We recommend performing a second proofroll after the aggregate base material is in place, and prior to placing bituminous or concrete pavement. C.2.h. Compaction Requirements We recommend spreading fill in loose lifts of approximately 8 inches thick. We recommend compacting fill in accordance with the criteria presented below in Table 4. The project documents should specify relative compaction of fill, based on the structure located above the fill, and vertical proximity to that structure. Table 4. Compaction Recommendations Summary Reference Relative Compaction, percent (ASTM D698 – Standard Proctor) Moisture Content Variance from Optimum, percentage points Below foundations, less than 10 feet of fill 95 -1 to +3 for clayey soils ±3 for sandy soils Below foundations, greater than 10 feet of fill 98 -1 to +2 for clayey soils ±3 for sandy soils Below slabs 95 -1 to +3 for clayey soils ±3 for sandy soils Below pavements, within 3 feet of top of subgrade elevations 100 -2 to +1 for clayey soils ±3 for sandy soils Below pavements, more than 3 feet below subgrade elevations 95 -1 to +3 for clayey soils ±3 for sandy soils Below landscaped surfaces 90 ±5 The project documents should not allow the contractor to use frozen material as fill or to place fill on frozen material. Frost should not penetrate under foundations during construction. PulteGroup Inc. Project B1611559 May 31, 2017 Page 12 We recommend performing density tests in the fill soils to evaluate if the contractors are effectively compacting the soil and meeting project requirements. C.3. Spread Footings C.3.a. Embedment Depth For frost protection, we recommend embedding perimeter footings of the structures, including attached garages, a minimum of 42 inches below the lowest exterior grade. Interior footings may be placed directly below floor slabs provided that the soils below these footings are not allowed to freeze. We recommend embedding building footings not heated during winter construction, and other unheated footings associated with decks, porches, stoops or sidewalks 60 inches below the lowest exterior grades. C.3.b. Subgrade Improvement If a small amount of groundwater is present within the footing excavation, or if the footing subgrade soils become disturbed prior to placing forms or reinforcement, we recommend subcutting any soft or wet soil and placing a 6- to 12-inch layer of clear rock. The clear rock will provide a stable working surface, and will allow for the flow of water to a drain tile or sump pump. C.3.c. Net Allowable Bearing Pressure We recommend sizing spread footings to exert a net allowable bearing pressure of up to 2,000 pounds per square foot (psf). This value includes a safety factor of at least 3.0 with regard to bearing capacity failure. The net allowable bearing pressure can be increased by one-third its value for occasional transient loads, but not for repetitive loads due to traffic, or for other live loads from snow or occupancy. C.3.d. Settlement We estimate that total and differential settlements among the footings will amount to less than 1 and 1/2 inch, respectively, under the assumed loads. C.4. Interior Slabs C.4.a. Moisture Vapor Protection Excess transmission of water vapor could cause floor dampness, certain types of floor bonding agents to separate, or mold to form under floor coverings. If project planning includes using floor coverings or coatings, we recommend placing a vapor retarder or vapor barrier immediately beneath the slab. We also recommend consulting with floor covering manufacturers regarding the appropriate type, use and installation of the vapor retarder or barrier to preserve warranty assurances. PulteGroup Inc. Project B1611559 May 31, 2017 Page 13 C.4.b. Radon In preparation for radon mitigation systems, we recommend that slabs on grade be constructed over a layer of gas permeable material consisting of a minimum of 4 inches of clean aggregate material and should consist of rock no larger than 2 inches and no smaller than 1/4 inch. Sand should have less than 50 percent of the particles by weight passing a #40 sieve and less than 5 percent of the particles by weight passing a #200 sieve. Above the gas permeable aggregate or sand, a polyethylene sheeting (6-mil minimum) should be placed. The sheeting should be properly lapped and penetrations through the sheeting sealed. Penetrations through the slab and foundation walls should also be sealed. C.5. Frost Protection C.5.a. General Clay soils will underlie all of the exterior slabs, as well as pavements. We consider these soils to be moderately to highly frost susceptible. Soils of this type can retain moisture and heave upon freezing. In general, this characteristic is not an issue unless these soils become saturated, due to surface runoff or infiltration, or are excessively wet in situ. Once frozen, unfavorable amounts of general and isolated heaving of the soils and the surface structures supported on them could develop. This type of heaving could affect design drainage patterns and the performance of exterior slabs and pavements, as well as any isolated exterior footings and piers. Note that general runoff and infiltration from precipitation are not the only sources of water that can saturate subgrade soils and contribute to frost heave. Roof drainage and irrigation of landscaped areas in close proximity to exterior slabs, pavements, and isolated footings and piers, contribute as well. C.5.b. Frost Heave Mitigation To address most of the heave related issues, we recommend setting general site grades and grades for exterior surface features to direct surface drainage away from buildings, across large paved areas and away from walkways. Such grading will limit the potential for saturation of the subgrade and subsequent heaving. General grades should also have enough “slope” to tolerate potential larger areas of heave, which may not fully settle after thawing. Even small amounts of frost-related differential movement at walkway joints or cracks can create tripping hazards. Project planning can explore several subgrade improvement options to address this condition. PulteGroup Inc. Project B1611559 May 31, 2017 Page 14 One of the more conservative subgrade improvement options to mitigate potential heave is removing any frost-susceptible soils present below the exterior slab areas down to a minimum depth of 5 feet below subgrade elevations. We recommend filling the resulting excavation with non-frost-susceptible fill. We also recommend sloping the bottom of the excavation toward one or more collection points to remove any water entering the engineered fill. This approach will not be effective in controlling frost heave without removing the water. An important geometric aspect of the excavation and replacement approach described above is sloping the banks of the excavations to create a more gradual transition between the unexcavated soils considered frost susceptible and the engineered fill in the excavated area, which is not frost susceptible. The slope allows attenuation of differential movement that may occur along the excavation boundary. We recommend slopes that are 3H:1V, or flatter, along transitions between frost-susceptible and non- frost-susceptible soils. Figure 2 shows an illustration summarizing some of the recommendations. Figure 2. Frost Protection Geometry Illustration Another option is to limit frost heave in critical areas, such as doorways and entrances, via frost-depth footings or localized excavations with sloped transitions between frost-susceptible and non-frost- susceptible soils, as described above. PulteGroup Inc. Project B1611559 May 31, 2017 Page 15 Over the life of slabs and pavements, cracks will develop and joints will open up, which will expose the subgrade and allow water to enter from the surface and either saturate or perch atop the subgrade soils. This water intrusion increases the potential for frost heave or moisture-related distress near the crack or joint. Therefore, we recommend implementing a detailed maintenance program to seal and/or fill any cracks and joints. The maintenance program should give special attention to areas where dissimilar materials abut one another, where construction joints occur and where shrinkage cracks develop. C.6. Pavements and Exterior Slabs C.6.a. Design Sections Our scope of services for this project did not include laboratory tests on subgrade soils to determine an R-value for pavement design. Based on our experience with similar clay soils anticipated at the pavement subgrade elevation, we recommend pavement design assume an R-value of 12. Note the contractor may need to perform limited removal of unsuitable or less suitable soils to achieve this value. We assumed that pavements for the residential development would see a maximum of 35,000 ESAL’s over a 20-year design life. Based upon the aforementioned traffic loads and an R-value of 12, we recommend a bituminous pavement section that includes a minimum of 3 1/2 inches of bituminous pavement (a 1 1/2-inch surface course over a 2-inch base course) over 9 inches of aggregate base material and 12 inches of select granular fill. C.6.b. Bituminous Pavement Materials Appropriate mix designs are critical to the performance of flexible pavements. We can provide recommendations for pavement material selection during final pavement design. C.6.c. Subgrade Drainage We recommend installing perforated drainpipes throughout pavement areas at low points, around catch basins, and behind curb in landscaped areas. We also recommend installing drainpipes along pavement and exterior slab edges where exterior grades promote drainage toward those edge areas. The contractor should place drainpipes in small trenches, extended at least 8 inches below the granular subbase layer, or below the aggregate base material where no subbase is present. PulteGroup Inc. Project B1611559 May 31, 2017 Page 16 C.6.d. Performance and Maintenance We based the above pavement designs on a 20-year performance life for bituminous. This is the amount of time before we anticipate the pavement will require reconstruction. This performance life assumes routine maintenance, such as seal coating and crack sealing. The actual pavement life will vary depending on variations in weather, traffic conditions and maintenance. It is common to place the non-wear course of bituminous and then delay placement of wear course. For this situation, we recommend evaluating if the reduced pavement section will have sufficient structure to support construction traffic. Many conditions affect the overall performance of the exterior slabs and pavements. Some of these conditions include the environment, loading conditions and the level of ongoing maintenance. With regard to bituminous pavements in particular, it is common to have thermal cracking develop within the first few years of placement, and continue throughout the life of the pavement. We recommend developing a regular maintenance plan for filling cracks in exterior slabs and pavements to lessen the potential impacts for cold weather distress due to frost heave or warm weather distress due to wetting and softening of the subgrade. C.7. Utilities C.7.a. Subgrade Stabilization Earthwork activities associated with utility installations located inside the building area should adhere to the recommendations in Section C.2. For exterior utilities, we anticipate the soils at typical invert elevations will be suitable for utility support. However, if construction encounters unfavorable conditions such as soft clay, organic soils or perched water at invert grades, the unsuitable soils may require some additional subcutting and replacement with sand or crushed rock to prepare a proper subgrade for pipe support. Project design and construction should not place utilities within the 1H:1V oversizing of foundations. C.7.b. Selection, Placement, and Compaction of Backfill We recommend selecting, placing, and compacting utility backfill in accordance with the recommendations provided above in Section C.2.h. PulteGroup Inc. Project B1611559 May 31, 2017 Page 17 C.7.c. Dewatering If excavations to install utilities are anticipated below elevation 905 in the area of SB-1 and SB-2 or TP-1 and TP-2, dewatering may be required. Due to the sands in this area, dewatering may require the use of well points. C.7.d. Corrosion Potential Based on our experience, the soils encountered by the borings are moderately corrosive to metallic conduits, but only marginally corrosive to concrete. We recommend specifying non-corrosive materials or providing corrosion protection, unless project planning chooses to perform additional tests to demonstrate the soils are not corrosive. C.8. Stormwater We estimated infiltration rates for some of the soils we encountered in our soil borings, as listed in Table 5. These infiltration rates represent the long-term infiltration capacity of a practice and not the capacity of the soils in their natural state. Field testing, such as with a double-ring infiltrometer (ASTM D3385), may justify the use of higher infiltration rates. However, we recommend adjusting field test rates by the appropriate correction factor, as provided for in the Minnesota Stormwater Manual or as allowed by the local watershed. We recommend consulting the Minnesota Stormwater Manual for stormwater design. Table 5. Estimated Design Infiltration Rates Based on Soil Classification Soil Type Infiltration Rate * (inches/hour) Clayey sands and clays 0.06 Poorly Graded Sand with Silt 0.8 * From Minnesota Stormwater Manual. Rates may differ at individual sites. Fine-grained soils (silts and clays), topsoil or organic matter that mixes into or washes onto the soil will lower the permeability. The contractor should maintain and protect infiltration areas during construction. Furthermore, organic matter and silt washed into the system after construction can fill the soil pores and reduce permeability over time. Proper maintenance is important for long-term performance of infiltration systems. This geotechnical evaluation does not constitute a review of site suitability for stormwater infiltration or evaluate the potential impacts, if any, from infiltration of large amounts of stormwater. PulteGroup Inc. Project B1611559 May 31, 2017 Page 18 D. Procedures D.1. Penetration Test Borings We drilled the current penetration test borings on February 16, 2017 with a truck-mounted core and auger drill equipped with hollow-stem auger. We performed the borings in general accordance with ASTM D6151 taking penetration test samples at 2 1/2- or 5-foot intervals in general accordance to ASTM D1586. The boring logs show the actual sample intervals and corresponding depths. D.2. Test Pit Observations Test pit observations were performed on May 22, 2017 by observing the excavations completed by a subcontractor using a Caterpiller backhoe. The test pit logs show the soils encountered and their corresponding depths. D.3. Exploration Logs D.3.a. Log of Boring Sheets Appendix A includes Log of Boring sheets for our penetration test borings. The logs identify and describe the penetrated geologic materials, and present the results of penetration resistance and other laboratory tests performed. We inferred strata boundaries from changes in the penetration test samples and the auger cuttings. Because we did not perform continuous sampling, the strata boundary depths are only approximate. The boundary depths likely vary away from the boring locations, and the boundaries themselves may occur as gradual rather than abrupt transitions. D.3.b. Geologic Origins We assigned geologic origins to the materials shown on the logs and referenced within this report, based on: (1) a review of the background information and reference documents cited above, (2) visual classification of the various geologic material samples retrieved during the course of our subsurface exploration, (3) penetration resistance and other in-situ testing performed for the project, (4) laboratory test results, and (5) available common knowledge of the geologic processes and environments that have impacted the site and surrounding area in the past. PulteGroup Inc. Project B1611559 May 31, 2017 Page 19 D.4. Material Classification and Testing D.4.a. Visual and Manual Classification We visually and manually classified the geologic materials encountered based on ASTM D2488. When we performed laboratory classification tests, we used the results to classify the geologic materials in accordance with ASTM D2487. Appendix A includes a chart explaining the classification system we used. D.4.b. Laboratory Testing The exploration logs in Appendix A note the results of the laboratory tests performed on geologic material samples. We performed the tests in general accordance with ASTM procedures. D.5. Groundwater Measurements The drillers checked for groundwater while advancing the penetration test borings, and again after auger withdrawal. We then filled the boreholes with auger cuttings. E. Qualifications E.1. Variations in Subsurface Conditions E.1.a. Material Strata We developed our evaluation, analyses and recommendations from a limited amount of site and subsurface information. It is not standard engineering practice to retrieve material samples from exploration locations continuously with depth. Therefore, we must infer strata boundaries and thicknesses to some extent. Strata boundaries may also be gradual transitions, and project planning should expect the strata to vary in depth, elevation and thickness, away from the exploration locations. Variations in subsurface conditions present between exploration locations may not be revealed until performing additional exploration work, or starting construction. If future activity for this project reveals any such variations, you should notify us so that we may reevaluate our recommendations. Such variations could increase construction costs, and we recommend including a contingency to accommodate them. PulteGroup Inc. Project B1611559 May 31, 2017 Page 20 E.1.b. Groundwater Levels We made groundwater measurements under the conditions reported herein and shown on the exploration logs, and interpreted in the text of this report. Note that the observation periods were relatively short, and project planning can expect groundwater levels to fluctuate in response to rainfall, flooding, irrigation, seasonal freezing and thawing, surface drainage modifications and other seasonal and annual factors. E.2. Continuity of Professional Responsibility E.2.a. Plan Review We based this report on a limited amount of information, and we made a number of assumptions to help us develop our recommendations. We should be retained to review the geotechnical aspects of the designs and specifications. This review will allow us to evaluate whether we anticipated the design correctly, if any design changes affect the validity of our recommendations, and if the design and specifications correctly interpret and implement our recommendations. E.2.b. Construction Observations and Testing We recommend retaining us to perform the required observations and testing during construction as part of the ongoing geotechnical evaluation. This will allow us to correlate the subsurface conditions exposed during construction with those encountered by the borings and provide professional continuity from the design phase to the construction phase. If we do not perform observations and testing during construction, it becomes the responsibility of others to validate the assumption made during the preparation of this report and to accept the construction-related geotechnical engineer-of-record responsibilities. E.3. Use of Report This report is for the exclusive use of the addressed parties. Without written approval, we assume no responsibility to other parties regarding this report. Our evaluation, analyses and recommendations may not be appropriate for other parties or projects. E.4. Standard of Care In performing its services, Braun Intertec used that degree of care and skill ordinarily exercised under similar circumstances by reputable members of its profession currently practicing in the same locality. No warranty, express or implied, is made. Appendix A – North Site COUNTYROAD101H IG H W A Y 2 1 2LAKESUSANDRIVEWATERSEDGEDRIVE TP-4 TP-5 TP-8TP-7 TP-1 TP-2 TP-3 Sheet: of Fig: Project No: B1611559 Drawn By: Date Drawn: Checked By: Last Modified: 5/31/17 Scale:F:\2016\B1611559.dwg,Geotech,5/31/20171:16:32PMDrawing No:SOILBORINGLOCATIONSKETCHGEOTECHNICALEVALUATIONKLINGELHUTZPROPERTY8601GREATPLAINSBOULEVARDCHANHASSEN,MINNESOTAB1611559 1" = 150' BJB 12/8/16 ECJ FAX (952) 995-2020 PH. (952) 995-2000 Minneapolis, MN 55438 11001 Hampshire Avenue S DENOTES APPROXIMATE LOCATION OF TEST PIT 0 SCALE:1" = 150' 150'75' N DENOTES APPROXIMATE LOCATION OF STANDARD PENETRATION TEST BORING 18 13 12 12 16 14 LL=32, PL=20 PI=12 18 26 CL CL LEAN CLAY, with Sand, brown, wet, very stiff to rather stiff. (Glacial Till) SANDY LEAN CLAY, trace Gravel, brown, wet, stiff. (Glacial Till) END OF BORING. Water not observed with 14 1/2 feet of hollow-stem auger in the ground. Boring then backfilled. 903.2 899.2 12.0 16.0 2/16/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-1 page 1 of 1 3 1/4" HSA, AutohammerSTS L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-1 METHOD: BORING: BPF Braun Intertec CorporationB1611559LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2016\11559.GPJ BRAUN_V8_CURRENT.GDT 5/31/17 15:57Braun Project B1611559 GEOTECHNICAL EVALUATION West Park 8601 Great Plains Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 915.2 Depth feet 0.0 10 16 17 13 20 18 Frozen to 1.8 feet. 25 19 FILL CL FILL: Sandy Lean Clay, dark brown, frozen. (Topsoil Fill) SANDY LEAN CLAY, trace Gravel, brown, wet, rather stiff to very stiff. (Glacial Till) END OF BORING. Water not observed with 14 1/2 feet of hollow-stem auger in the ground. Boring then backfilled. 914.0 898.5 0.5 16.0 2/16/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-2 page 1 of 1 3 1/4" HSA, AutohammerSTS L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-2 METHOD: BORING: BPF Braun Intertec CorporationB1611559LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2016\11559.GPJ BRAUN_V8_CURRENT.GDT 5/31/17 15:57Braun Project B1611559 GEOTECHNICAL EVALUATION West Park 8601 Great Plains Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 914.5 Depth feet 0.0 20 14 15 19 24 18 32 52 An open triangle in the water level (WL) column indicates the depth at which groundwater was observed while drilling. A solid triangle indicates the groundwater level in the boring on the date indicated. Groundwater levels fluctuate. 19 19 FILL CL FILL: Clayey Sand, black, frozen. (Topsoil Fill) SANDY LEAN CLAY, trace Gravel, brown to 18 feet then gray, wet, stiff to very stiff. (Glacial Till) END OF BORING. Water observed at a depth of 17.3 feet 45 minutes after drilling. Boring then backfilled. 909.0 890.5 2.5 21.0 2/16/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-3 page 1 of 1 3 1/4" HSA, AutohammerSTS L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-3 METHOD: BORING: BPF Braun Intertec CorporationB1611559LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2016\11559.GPJ BRAUN_V8_CURRENT.GDT 5/31/17 15:57Braun Project B1611559 GEOTECHNICAL EVALUATION West Park 8601 Great Plains Boulevard Chanhassen, Minnesota P200 % MC %Symbol Elev. feet 911.5 Depth feet 0.0 13 13 13 15 16 17 Frozen to 1.5 feet. 18 15 FILL FILL CL FILL: Lean Clay, dark brown, frozen. (Topsoil Fill) FILL: Sandy Lean Clay, trace Gravel, brown, dark brown and gray, wet. SANDY LEAN CLAY, trace Gravel, brown, wet, stiff to very stiff. (Glacial Till) END OF BORING. Water not observed with 14 1/2 feet of hollow-stem auger in the ground. Boring then backfilled. 915.9 907.6 900.6 0.7 9.0 16.0 2/16/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-4 page 1 of 1 3 1/4" HSA, AutohammerSTS L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-4 METHOD: BORING: BPF Braun Intertec CorporationB1611559LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2016\11559.GPJ BRAUN_V8_CURRENT.GDT 5/31/17 15:57Braun Project B1611559 GEOTECHNICAL EVALUATION West Park 8601 Great Plains Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 916.6 Depth feet 0.0 14 12 12 15 6 12 7 21 17 FILL FILL FILL FILL FILL CL FILL: Lean Clay, dark brown, frozen. (Topsoil Fill) FILL: Sandy Lean Clay, trace Gravel, brown, wet. FILL: Clayey Sand, trace Gravel, dark brown, wet. FILL: Sandy Lean Clay, trace Gravel, brown, wet. FILL: Clayey Sand, trace Gravel, brown, wet. SANDY LEAN CLAY, trace Gravel, gray, wet, medium. (Glacial Till) END OF BORING. Water observed at 9.6 feet while drilling. Boring then backfilled. 912.2 905.9 903.9 900.9 894.9 891.9 0.7 7.0 9.0 12.0 18.0 21.0 2/16/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-5 page 1 of 1 3 1/4" HSA, AutohammerSTS L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-5 METHOD: BORING: BPF Braun Intertec CorporationB1611559LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2016\11559.GPJ BRAUN_V8_CURRENT.GDT 5/31/17 15:57Braun Project B1611559 GEOTECHNICAL EVALUATION West Park 8601 Great Plains Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 912.9 Depth feet 0.0 7 8 11 16 16 15 17 Frozen to 1 foot. OC=6% 16 38 FILL FILL FILL CL FILL: Sandy Lean Clay, dark brown, frozen. (Topsoil Fill) FILL: Clayey Sand, trace Gravel, brown, wet. FILL: Organic Clay, black, wet. SANDY LEAN CLAY, trace Gravel, brown to 12 feet then gray, wet, rather stiff to very stiff. (Glacial Till) END OF BORING. Water observed at 10.9 feet while drilling. Water observed at 1.9 feet 2 hours after drilling. Boring then backfilled. 901.4 898.9 895.9 881.9 1.5 4.0 7.0 21.0 2/16/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-6 page 1 of 1 3 1/4" HSA, AutohammerSTS L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-6 METHOD: BORING: BPF Braun Intertec CorporationB1611559LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2016\11559.GPJ BRAUN_V8_CURRENT.GDT 5/31/17 15:57Braun Project B1611559 GEOTECHNICAL EVALUATION West Park 8601 Great Plains Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 902.9 Depth feet 0.0 19 13 8 8 8 18 Frozen to 1 foot. 9 FILL FILL FILL SC FILL: Sandy Lean Clay, dark brown, frozen. (Topsoil Fill) FILL: Clayey Sand, trace Gravel, brown, moist. FILL: Sandy Lean Clay, trace Gravel, brown and gray, wet. CLAYEY SAND, trace Gravel, brown, wet, medium to very stiff. (Glacial Till) END OF BORING. Water observed at 1.5 feet 30 minutes after drilling. Boring then backfilled. 906.7 903.4 895.4 891.4 0.7 4.0 12.0 16.0 2/16/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-7 page 1 of 1 3 1/4" HSA, AutohammerSTS L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-7 METHOD: BORING: BPF Braun Intertec CorporationB1611559LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2016\11559.GPJ BRAUN_V8_CURRENT.GDT 5/31/17 15:57Braun Project B1611559 GEOTECHNICAL EVALUATION West Park 8601 Great Plains Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 907.4 Depth feet 0.0 FILL: Organic Clay, black, wet. (Topsoil Fill) FILL: Sandy Lean Clay, trace Gravel, brown and dark brown, moist to wet. BOTTOM OF TEST PIT. Water not observed while excavating. Test pit then backfilled. FILL FILL 909.0 904.0 1.0 6.0 LOCATION: See attached sketch. TP-4 5/22/17 1" = 2'DATE:METHOD: Description of Materials (ASTM D2488 or D2487) Braun Intertec Corporation, Bloomington MN 55438 TP-4 page 1 of 1 BackhoeE. Johnson SCALE:DRILLER: Tests or NotesWLBPF L O G O F T E S T P I T TEST PIT:(See Descriptive Terminology sheet for explanation of abbreviations)B1611559.00LOG OF TEST PIT N:\GINT\PROJECTS\AX PROJECTS\2016\11559.00.GPJ BRAUN_V8_CURRENT.GDT 5/31/17 15:56Braun Project B1611559.00 GEOTECHNICAL EVALUATION West Park - Test Pits Lake Susan Drive and Waters Edge Drive Chanhassen, Minnesota ASTM Symbol Elev. feet 910.0 Depth feet 0.0 FILL: Lean Clay, dark brown and black, moist. (Topsoil Fill) FILL: Sandy Lean Clay, trace Gravel, with class 5 layers, brown and dark brown, wet. Piece of bituminous at 7 1/2 feet. With 1-foot Silty Sand layer at 10 feet. SANDY LEAN CLAY, trace Gravel, brown, wet. (Glacial Till) BOTTOM OF TEST PIT. Water not observed while excavating. Test pit then backfilled. FILL FILL CL 907.0 896.0 895.0 2.0 13.0 14.0 LOCATION: See attached sketch. TP-5 5/22/17 1" = 2'DATE:METHOD: Description of Materials (ASTM D2488 or D2487) Braun Intertec Corporation, Bloomington MN 55438 TP-5 page 1 of 1 BackhoeE. Johnson SCALE:DRILLER: Tests or NotesWLBPF L O G O F T E S T P I T TEST PIT:(See Descriptive Terminology sheet for explanation of abbreviations)B1611559.00LOG OF TEST PIT N:\GINT\PROJECTS\AX PROJECTS\2016\11559.00.GPJ BRAUN_V8_CURRENT.GDT 5/31/17 15:56Braun Project B1611559.00 GEOTECHNICAL EVALUATION West Park - Test Pits Lake Susan Drive and Waters Edge Drive Chanhassen, Minnesota ASTM Symbol Elev. feet 909.0 Depth feet 0.0 FILL: Lean Clay, black, wet. (Topsoil Fill) FILL: Sandy Lean Clay, with layers of class 5, brown, wet. SANDY LEAN CLAY, brown, wet. (Glacial Till) BOTTOM OF TEST PIT. Water not observed while excavating. Test pit then backfilled. FILL FILL CL 902.0 891.0 890.0 1.0 12.0 13.0 LOCATION: See attached sketch. TP-6 5/22/17 1" = 2'DATE:METHOD: Description of Materials (ASTM D2488 or D2487) Braun Intertec Corporation, Bloomington MN 55438 TP-6 page 1 of 1 BackhoeE. Johnson SCALE:DRILLER: Tests or NotesWLBPF L O G O F T E S T P I T TEST PIT:(See Descriptive Terminology sheet for explanation of abbreviations)B1611559.00LOG OF TEST PIT N:\GINT\PROJECTS\AX PROJECTS\2016\11559.00.GPJ BRAUN_V8_CURRENT.GDT 5/31/17 15:56Braun Project B1611559.00 GEOTECHNICAL EVALUATION West Park - Test Pits Lake Susan Drive and Waters Edge Drive Chanhassen, Minnesota ASTM Symbol Elev. feet 903.0 Depth feet 0.0 LEAN CLAY, black, wet. (Topsoil) SANDY LEAN CLAY, brown, wet. (Glacial Till) SANDY LEAN CLAY, trace Gravel, brown, wet. (Glacial Till) BOTTOM OF TEST PIT. Water not observed while excavating. Test pit then backfilled. TS CL CL 913.5 912.0 910.0 1.5 3.0 5.0 LOCATION: See attached sketch. TP-7 5/22/17 1" = 2'DATE:METHOD: Description of Materials (ASTM D2488 or D2487) Braun Intertec Corporation, Bloomington MN 55438 TP-7 page 1 of 1 BackhoeE. Johnson SCALE:DRILLER: Tests or NotesWLBPF L O G O F T E S T P I T TEST PIT:(See Descriptive Terminology sheet for explanation of abbreviations)B1611559.00LOG OF TEST PIT N:\GINT\PROJECTS\AX PROJECTS\2016\11559.00.GPJ BRAUN_V8_CURRENT.GDT 5/31/17 15:56Braun Project B1611559.00 GEOTECHNICAL EVALUATION West Park - Test Pits Lake Susan Drive and Waters Edge Drive Chanhassen, Minnesota ASTM Symbol Elev. feet 915.0 Depth feet 0.0 FILL: Sandy Lean Clay, black, wet. (Topsoil Fill) FILL: Lean Clay with Sand, brown and gray, wet, soft. SANDY LEAN CLAY, trace Gravel, brown, wet. (Glacial Till) BOTTOM OF TEST PIT. Water not observed while excavating. Test pit then backfilled. FILL FILL CL 906.0 901.0 900.0 1.0 6.0 7.0 LOCATION: See attached sketch. TP-8 5/22/17 1" = 2'DATE:METHOD: Description of Materials (ASTM D2488 or D2487) Braun Intertec Corporation, Bloomington MN 55438 TP-8 page 1 of 1 BackhoeE. Johnson SCALE:DRILLER: Tests or NotesWLBPF L O G O F T E S T P I T TEST PIT:(See Descriptive Terminology sheet for explanation of abbreviations)B1611559.00LOG OF TEST PIT N:\GINT\PROJECTS\AX PROJECTS\2016\11559.00.GPJ BRAUN_V8_CURRENT.GDT 5/31/17 15:56Braun Project B1611559.00 GEOTECHNICAL EVALUATION West Park - Test Pits Lake Susan Drive and Waters Edge Drive Chanhassen, Minnesota ASTM Symbol Elev. feet 907.0 Depth feet 0.0 SANDY LEAN CLAY, black, moist. (Topsoil) SANDY LEAN CLAY, trace Gravel, brown, moist to wet. (Glacial Till) BOTTOM OF TEST PIT. Water not observed while excavating. Test pit then backfilled. TS CL 919.0 914.0 1.0 6.0 LOCATION: See attached sketch. TP-9 5/22/17 1" = 2'DATE:METHOD: Description of Materials (ASTM D2488 or D2487) Braun Intertec Corporation, Bloomington MN 55438 TP-9 page 1 of 1 BackhoeE. Johnson SCALE:DRILLER: Tests or NotesWLBPF L O G O F T E S T P I T TEST PIT:(See Descriptive Terminology sheet for explanation of abbreviations)B1611559.00LOG OF TEST PIT N:\GINT\PROJECTS\AX PROJECTS\2016\11559.00.GPJ BRAUN_V8_CURRENT.GDT 5/31/17 15:56Braun Project B1611559.00 GEOTECHNICAL EVALUATION West Park - Test Pits Lake Susan Drive and Waters Edge Drive Chanhassen, Minnesota ASTM Symbol Elev. feet 920.0 Depth feet 0.0 Rev. 9/15 Descriptive Terminology of Soil Standard D 2487 Classification of Soils for Engineering Purposes (Unified Soil Classification System) a. Based on the material passing the 3-inch (75mm) sieve. b. If field sample contained cobbles or boulders, or both, add “with cobbles or boulders or both” to group name. c. Cu = D60/D10 C c = (D30)2 D10 x D60 d. If soil contains ≥15% sand, add “with sand” to group name. e. Gravels with 5 to 12% fines require dual symbols: GW -GM well-graded gravel with silt GW -GC well-graded gravel with clay GP-GM poorly graded gravel with silt GP-GC poorly graded gravel with clay f. If fines classify as CL-ML, use dual symbol GC-GM or SC-SM. g. If fines are organic, add “with organic fines: to group name. h. If soil contains ≥15% gravel, add “with gravel” to group name. i. Sand with 5 to 12% fines require dual symbols: SW -SM well-graded sand with silt SW -SC well-graded sand with clay SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay j. If Atterberg limits plot in hatched area, soil is a CL-ML, silty clay. k. If soil contains 10 to 29% plus No. 200, add “with sand” or “with gravel” whichever is predominant. l. If soil contains ≥ 30% plus No. 200, predominantly sand, add “sandy” to group name. m. If soil contains ≥ 30% plus No. 200, predominantly gravel, add “gravelly” to group name. n. PI ≥ 4 and plots on or above “A” line. o. PI < 4 or plots below “A” line. p. PI plots on or above “A” lines. q. PI plots below “A” line. Laboratory Tests DD Dry density, pcf OC Organic content, % WD Wet density, pcg S Percent of saturation, % MC Natural moisture content, % SG Specific gravity LL Liquid limit, % C Cohesion, psf PL Plastic limits, % Ø Angle of internal friction PI Plasticity index, % qu Unconfined compressive strength, psf P200 % passing 200 sieve qp Pocket penetrometer strength, tsf Particle Size Identification Boulders................. over 12” Cobbles ................. 3” to 12” Gravel Coarse ........... 3/4” to 3” Fine ................ No. 4 to 3/4” Sand Coarse ........... No. 4 to No. 10 Medium .......... No. 10 to No. 40 Fine ................ No. 40 to No. 200 Silt ......................... <No. 200, PI< 4 or below “A” line Clay ...................... <No. 200, PI > 4 and on or about “A” line Relative Density of Cohesionless Soils Very Loose ............. 0 to 4 BPF Loose ..................... 5 to 10 BPF Medium dense ....... 11 to 30 PPF Dense .................... 31 to 50 BPF Very dense ............. over 50 BPF Consistency of Cohesive Soils Very soft................. 0 to 1 BPF Soft ........................ 2 to 3 BPF Rather soft ............. 4 to 5 BPF Medium .................. 6 to 8 BPF Rather stiff ............. 9 to 12 BPF Stiff ........................ 13 to 16 BPF Very stiff ................. 17 to 30 BPF Hard ....................... over 30 BPF Drilling Notes Standard penetration test borings were advanced by 3 1/4” or 6 1/4” ID hollow-stem augers, unless noted otherwise. Jetting water was used to clean out auger prior to sampling only where indicated on logs. All samples were taken with the standard 2” OD split-tube samples, except where noted. Power auger borings were advanced by 4” or 6” diameter continuous flight, solid-stern augers. Soil classifications and strata depths were inferred from disturbed samples augered to the surface, and are therefore, somewhat approximate. Hand auger borings were advanced manually with a 1 1/2” or 3 1/4” diameter auger and were limited to the depth from which the auger could be manually withdrawn. BPF: Numbers indicate blows per foot recorded in standard penetration test, also known as “N” value. The sampler was set 6” into undisturbed soil below the hollow-stem auger. Driving resistances were then counted for second and third 6” increments, and added to get BPF. Where they differed significantly, they are reported in the following form: 2/12 for the second and third 6” increments, respectively. WH: WH indicates the sampler penetrated soil under weight of hammer and rods alone; driving not required. WR: WR indicates the sampler penetrated soil under weight of rods alone; hammer weight, and driving not required. TW: TW indicates thin-walled (undisturbed) tube sample. Note: All tests were run in general accordance with applicable ASTM standards. ML or OL Appendix B – South Site FILL: Sandy Lean Clay, black, wet. (Topsoil Fill) FILL: Poorly Graded Sand with Silt, fine- to medium-grained, trace Gravel, with Clay intermixed, brown, moist to wet. ORGANIC CLAY, black, wet. (Buried Topsoil) POORLY GRADED SAND with SILT, fine- to medium-grained, trace Gravel, brown, waterbearing. (Glacial Outwash) BOTTOM OF TEST PIT. Water observed at 8 feet while excavating. Test pit then backfilled. FILL FILL TS SP- SM An open triangle in the water level (WL) column indicates the depth at which groundwater was observed while drilling. Groundwater levels fluctuate. 897.0 892.5 892.0 891.0 3.0 7.5 8.0 9.0 LOCATION: See attached sketch. TP-1 5/22/17 1" = 2'DATE:METHOD: Description of Materials (ASTM D2488 or D2487) Braun Intertec Corporation, Bloomington MN 55438 TP-1 page 1 of 1 BackhoeE. Johnson SCALE:DRILLER: Tests or NotesWLBPF L O G O F T E S T P I T TEST PIT:(See Descriptive Terminology sheet for explanation of abbreviations)B1611559.00LOG OF TEST PIT N:\GINT\PROJECTS\AX PROJECTS\2016\11559.00.GPJ BRAUN_V8_CURRENT.GDT 5/31/17 15:56Braun Project B1611559.00 GEOTECHNICAL EVALUATION West Park - Test Pits Lake Susan Drive and Waters Edge Drive Chanhassen, Minnesota ASTM Symbol Elev. feet 900.0 Depth feet 0.0 FILL: Sandy Lean Clay, black, wet. (Topsoil Fill) FILL: Clayey Sand, brown, wet. POORLY GRADED SAND with SILT, fine- to medium-grained, brown, wet to waterbearing. (Glacial Outwash) BOTTOM OF TEST PIT. Water observed at 8 feet while excavating. Test pit then backfilled. FILL FILL SP- SM 902.0 899.0 896.0 3.0 6.0 9.0 LOCATION: See attached sketch. TP-2 5/22/17 1" = 2'DATE:METHOD: Description of Materials (ASTM D2488 or D2487) Braun Intertec Corporation, Bloomington MN 55438 TP-2 page 1 of 1 BackhoeE. Johnson SCALE:DRILLER: Tests or NotesWLBPF L O G O F T E S T P I T TEST PIT:(See Descriptive Terminology sheet for explanation of abbreviations)B1611559.00LOG OF TEST PIT N:\GINT\PROJECTS\AX PROJECTS\2016\11559.00.GPJ BRAUN_V8_CURRENT.GDT 5/31/17 15:56Braun Project B1611559.00 GEOTECHNICAL EVALUATION West Park - Test Pits Lake Susan Drive and Waters Edge Drive Chanhassen, Minnesota ASTM Symbol Elev. feet 905.0 Depth feet 0.0 FILL: Sandy Lean Clay, black, moist. (Topsoil Fill) FILL: Clayey Sand, brown, moist. SANDY LEAN CLAY, trace Gravel, brown, wet. (Glacial Till) BOTTOM OF TEST PIT. Water not observed while excavating. Test pit then backfilled. FILL FILL CL 905.0 903.0 900.0 2.0 4.0 7.0 LOCATION: See attached sketch. TP-3 5/22/17 1" = 2'DATE:METHOD: Description of Materials (ASTM D2488 or D2487) Braun Intertec Corporation, Bloomington MN 55438 TP-3 page 1 of 1 BackhoeE. Johnson SCALE:DRILLER: Tests or NotesWLBPF L O G O F T E S T P I T TEST PIT:(See Descriptive Terminology sheet for explanation of abbreviations)B1611559.00LOG OF TEST PIT N:\GINT\PROJECTS\AX PROJECTS\2016\11559.00.GPJ BRAUN_V8_CURRENT.GDT 5/31/17 15:56Braun Project B1611559.00 GEOTECHNICAL EVALUATION West Park - Test Pits Lake Susan Drive and Waters Edge Drive Chanhassen, Minnesota ASTM Symbol Elev. feet 907.0 Depth feet 0.0