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Foxwood SWMP - 2016-0506Stormwater Management Hydrologic and Hydraulic Study Foxwood Chanhassen, MN Riley Purgatory Bluff Creek Watershed Preliminary Plat Submittal May 6th, 2016 Foxwood Storm Water Management Plan May 6th, 2016 Alliant Engineering, Inc. Page 1 of 6 215-0119 Introduction Included in this report are the materials necessary to review the preliminary storm water management plan for the proposed “Foxwood” development project in Chanhassen, Minnesota. The following information is included:  Study Narrative  Drainage Area Maps  Atlas 14 Precipitation Estimate  Runoff Rate Control Analysis - HydroCAD  Abstraction and Water Quality Calculations o Infiltration Basin sizing - HydroCAD o Walker’s P8 Model estimating sediment and nutrient loading and removals Background This study was conducted to analyze the stormwater treatment requirements for a proposed single family residential subdivision located in Chanhassen, MN within the Riley Purgatory Bluff Creek Watershed District (RPBCWD) boundary. The study will show that the proposed storm water management system will manage and reduce the effects of the increased impervious cover resulting from the new development by lowering nutrient and sediment runoff to be below existing on an average annual basis. The study assumes the following two scenarios:  Existing conditions – Existing Wilson Tree Farm Nursery - mixed grasses, wooded areas, and wetlands  Proposed conditions – Single Family Development with a considerable amount of tree cover and wetland undisturbed. The Foxwood site (Wilson Tree Nursery) is located on the west side of Great Plains Blvd/Hwy 101 just south of Lyman Blvd. The overall site consists of 43.54 acers while the disturbance area is 29.97 acres. The site currently discharges to three different wetlands within the north, west, south, and southeast site boundary along with a small portion discharging to the existing Hwy 101 to the east. The storm water management plan for the proposed conditions will meet the guidelines required by the City of Chanhassen and RPBCWD for storm water quantity and quality. The following criterion was used in designing the stormwater management system:  Post-development peak runoff rate from the site for the 2, 10 and 100-year 24-hour Type II storm events must not be greater than the pre-development condition rates per City and RPBCWD requirements.  Post-development peak runoff rate for the 100-year 10-day Type II snowmelt event must not be greater than the pre-development condition rate per RPBCWD.  Provide NURP storage in proposed ponds equivalent to 2.5” rainfall event runoff.  Storm water management plan must meet the City and RPBCWD non-degradation policy for storm water runoff quality where post-development nutrient loads cannot exceed those of existing conditions.  Meet RPBCWD Abstraction Requirement of 1.1” of runoff from impervious surfaces. o Provide a minimum of 60% annual removal efficiency for total phosphorus o Provide a minimum of 90% annual removal efficiency for total suspended solids Foxwood Storm Water Management Plan May 6th, 2016 Alliant Engineering, Inc. Page 2 of 6 215-0119 Runoff Rate Control Analysis All rate control calculations have been performed using the SCS method via HydroCAD software. Four rate control events were modeled including: the 2-year, 10-year and 100-year, Type II 24-hour storm events and the 100-year Type II 10-Day snowmelt with precipitation amounts of 2.87, 4.26, 7.38 and 10.2-inches were used, respectively. All existing and proposed curve numbers are based on the hydrologic soil group reported from the soil report borings. Additional borings will need performed on the south side of the property for more accurate results. Times of concentrations were estimated by the lag method and by using direct entry. Existing Conditions The existing site consists of a tree nursery with various pockets of small internal run-out wetlands and larger wetlands along the perimeter. Wetlands surround the site to the north, west, south, and southeast. A small portion of the site discharges to Hwy 101 to the east. The proposed plan preserves all of the onsite wetlands with the exception of a partial removal of Wetland 4A. Soil types were determined from the soils report borings and are modeled as type D, however, a pocket of B soils exist at SP5 appx 5’ below the surface where proposed infiltration basin has been placed. The existing drainage map shows four outlet locations (Links – 101, W-1, W-3, and W-4). An additional link titled “Total” was created to show the overall discharge rate. These discharge locations remain consistent in the existing and proposed conditions to ensure an accurate comparison. An offsite area along the west property line drains onto the site has been included in the calculations. Please refer to the existing conditions drainage map and HydroCAD report for additional information and calculations. Pre-development runoff rates as calculated by HydroCAD are listed below: Site composite existing runoff rate as calculated by HydroCAD are listed in the table below: Proposed Conditions The proposed development conditions analysis utilizes the same outer bounds as the existing model. The proposed conditions model will compare the same four outlet locations and one combined outlet titled “Total”. Impervious surface will be increased due to development within the site boundary. The proposed conditions has an on-site impervious surface area of 6.692acres. Even though there is an increase in impervious surface, the direct peak runoff will be significantly reduced by the addition of the proposed storm water BMP’s in place. The addition of the proposed curb, gutter, and storm sewer infrastructure will result in the capture of Event Hwy 101 (cfs) Wetland 1 (cfs) Wetland 3 (cfs) Wetland 4 (cfs) Total (cfs) 2 year (2.87” 24hr) 0.59 20.78 20.21 2.63 38.20 10 year (4.26” 24hr) 1.26 45.03 42.86 5.37 82.96 100 year (7.38” 24hr) 2.95 106.88 99.69 12.08 196.84 100-year snow melt (10.20” 240hr) 0.61 29.65 22.02 2.23 53.97 Foxwood Storm Water Management Plan May 6th, 2016 Alliant Engineering, Inc. Page 3 of 6 215-0119 all connected impervious surface and the majority of the new impervious area runoff created by the development. The proposed storm sewer that captures runoff from the new impervious will be routed to one new NURP pond or to one of two new infiltration basins. The overall effectiveness of these bmp’s will meet or exceed the 90% Total Suspended Solids and 60% Total Phosphorus based on modeling of actual rainfall events. The proposed condition peak runoff rates for the modeled storm events have been reduced from those of the pre-development conditions for the 2, 10, 100-year events. Please refer to the proposed conditions drainage map and HydroCAD reports for proposed drainage areas and calculations. The proposed runoff rates and 100 year high water levels as calculated by HydroCAD are listed below for comparison: Site composite proposed runoff rate as calculated by HydroCAD are listed in the table below: Pond 1 HWL – 907.31 IB-1 HWL – 897.43 IB-2 HWL – 895.64 Storm Water Quality/Detention Pond Data Infiltration/Volume Control The project is required to provide volume control (abstraction) in accordance with the Riley Purgatory Bluff Creek Watershed District. The Foxwood development creates 6.692 acres of new impervious. 1.1 inches over new impervious area results in a required infiltration volume of 26,718 cf. All connected impervious directed through the infiltration basins will be pre-treated by forebays sized to approximately 10% of the surface area. A rock weeper will be placed between the forebay and infiltration basin to promote sedimentation by reducing flow velocity entering the basin. Due to soil boring findings, it is know that SM soils exist at the proposed infiltration basin 1 elevation, therefore, an infiltration rate of 0.45 in/hr. has been provided. Additional soil borings will need to be completed to reveal the soil conditions near Infiltration Basin 2. According to the web soil survey B soils are present in this location, however, for conservative measures C soils were utilized permitting a 0.2 in/hr. rate. A NURP pond is proposed in the northeast corner of the site and will provide pretreatment prior to discharging to Wetland 1. Infiltration was not proposed in this area due to the D soil conditions. Although infiltration is not proposed in conjunction with the pond, abstraction prior to entering Wetland 1 is still being accomplished via Infiltration Basin 1. It should also be noted that a significant amount of existing tree cover is being preserved at placed within outlots (as shown in the preliminary plat). This preservation could potentially be considered for a conservation or wetland buffer credit. This design does not incorporate such credit but could be explored in the future. Event Hwy 101 (cfs) Wetland 1 (cfs) Wetland 3 (cfs) Wetland 4 (cfs) Total (cfs) 2 year (2.87” 24hr) 0.59 10.7 16.53 2.10 29.15 10 year (4.26” 24hr) 1.26 21.21 27.23 4.40 53.49 100 year (7.38” 24hr) 2.95 63.55 46.46 10.17 121.54 100-year snow melt (10.20” 240hr) 0.61 26.49 19.58 2.45 49.02 Foxwood Storm Water Management Plan May 6th, 2016 Alliant Engineering, Inc. Page 4 of 6 215-0119 Basin Volume Provided Depth Infiltration Rate Drawdown Time IB-1 23,503 CF 21.6” 0.45 in/hr. 48 hr. IB-2 4,757 CF 9.6” 0.2 in/hr. 48 hr. Total 28,260 CF Provided (26,718 CF Required) NURP Design The proposed detention pond has been designed to meet the permanent pool volume requirements using NURP standards. The standards state that the pond must provide a ‘dead pool’ volume that meets or exceeds the runoff from the 2-year, 2.5” rainfall event over the onsite contributing watershed. The 2.5” water quality volume required and provided below the normal water level is listed below. Please see the attached HydroCAD model for the 2.5” water quality event summary for additional calculations. NURP Water Quality Volume Summary: (AC-FT) Pond Volume Required Volume Provided P-1 0.76 0.84 Water Quality To analyze the annual removal efficiencies, a Walker P8 model was used. The table below provides the analysis of the TSS and TP annual removal efficiencies along with existing and proposed annual loading rates. Please see the calculations in the appendix for additional information. TSS and TP efficiencies as calculated by P8 Model: Proposed TSS Removal Efficiency Proposed TP Removal Efficiency SITE 90.1% 75.4% Composite efficiency including direct runoff TSS and TP lbs. /yr. as calculated by P8 Model: Overall TSS (lbs. /yr.) Overall TP (lbs. /yr.) Existing 914.5 4.9 Proposed 655.3 4.8 The overall effectiveness of these bmp’s will meet or exceed the 90% Total Suspended Solids and 60% Total Phosphorus based on modeling of actual rainfall events. Foxwood Storm Water Management Plan May 6th, 2016 Alliant Engineering, Inc. Page 5 of 6 215-0119 Erosion and Sediment Control Plan Refer to the Storm water Pollution Prevention Plan (SWPPP) plan sheets for the erosion and sediment control plan for the project. Best Management Practices will be utilized to ensure proper erosion and sediment control. A SWPPP narrative will also be provided prior to starting of mass grading work. Please call me at 612-767-9355 or email me at aarmstrong@alliant-inc.com with any questions or comments regarding storm water issues for the Foxwood Development. Sincerely, Alyssa Armstrong, EIT Alliant Engineering, Inc. CC: File 150119 Foxwood Storm Water Management Plan May 6th, 2016 Alliant Engineering, Inc. Page 6 of 6 215-0119 APPENDIX NOAA Atlas 14 Rainfall Data Drainage Maps  Existing Conditions  Proposed Conditions Rate Control HydroCAD Reports  Existing Conditions  Proposed Conditions Volume Control  HydroCAD Storage Table  Infiltration Summary Table NURP Design  HydroCAD Report TSS/TP Water Quality Calculations  Walker P8 Existing Condition Analysis  Walker P8 Proposed Condition Analysis Storm Sewer Sizing Spreadsheet Geotechnical Report NOAA Atlas 14, Volume 8, Version 2 Location name: Chanhassen, Minnesota, US* Latitude: 44.8378°, Longitude: -93.5406° Elevation: 903 ft* * source: Google Maps POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA, National Weather Service, Silver Spring, MarylandPF_tabular | PF_graphical | Maps_&_aerials PF tabularPDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years)1 2 5 10 25 50 100 200 500 1000 5-min 0.354(0.273-0.458)0.421(0.324-0.545)0.536(0.411-0.696)0.638(0.486-0.830)0.785(0.584-1.06)0.906(0.657-1.23)1.03(0.725-1.43)1.17(0.787-1.65)1.35(0.879-1.95)1.50(0.949-2.19)10-min 0.519(0.400-0.671)0.617(0.475-0.798)0.786(0.602-1.02)0.934(0.712-1.22)1.15(0.855-1.55)1.33(0.962-1.80)1.51(1.06-2.09)1.71(1.15-2.42)1.98(1.29-2.86)2.20(1.39-3.20) 15-min 0.633(0.487-0.819)0.752(0.579-0.974)0.958(0.735-1.24)1.14(0.869-1.48)1.40(1.04-1.89)1.62(1.17-2.20)1.84(1.29-2.55)2.08(1.41-2.95)2.41(1.57-3.49)2.68(1.70-3.90)30-min 0.891(0.686-1.15)1.06(0.819-1.38)1.36(1.05-1.77)1.63(1.24-2.12)2.01(1.50-2.71)2.33(1.69-3.16)2.66(1.87-3.68)3.01(2.03-4.26)3.49(2.27-5.05)3.88(2.46-5.65)60-min 1.16(0.893-1.50)1.38(1.06-1.79)1.78(1.37-2.31)2.15(1.64-2.80)2.71(2.03-3.69)3.19(2.32-4.37)3.70(2.61-5.16)4.27(2.89-6.07)5.07(3.30-7.36)5.72(3.62-8.33)2-hr 1.43(1.11-1.83)1.70(1.32-2.17)2.20(1.70-2.82)2.67(2.06-3.44)3.41(2.59-4.62)4.05(2.99-5.51)4.75(3.39-6.59)5.52(3.79-7.81)6.64(4.38-9.58)7.55(4.83-10.9)3-hr 1.59(1.25-2.03)1.88(1.47-2.40)2.45(1.91-3.12)2.99(2.32-3.83)3.87(2.96-5.23)4.63(3.45-6.29)5.48(3.95-7.58)6.43(4.45-9.08)7.82(5.20-11.3)8.96(5.77-12.9) 6-hr 1.88(1.49-2.36)2.20(1.74-2.77)2.85(2.25-3.60)3.50(2.74-4.43)4.54(3.53-6.10)5.46(4.12-7.37)6.50(4.73-8.92)7.66(5.36-10.7)9.36(6.30-13.4)10.8(7.01-15.4)12-hr 2.13(1.71-2.65)2.53(2.02-3.14)3.26(2.60-4.07)3.96(3.14-4.95)5.04(3.94-6.65)5.98(4.54-7.93)7.01(5.14-9.48)8.14(5.74-11.3)9.78(6.63-13.8)11.1(7.31-15.8) 24-hr 2.50(2.02-3.07)2.87(2.32-3.53)3.57(2.88-4.41)4.26(3.42-5.28)5.35(4.24-7.00)6.31(4.85-8.30)7.38(5.48-9.90)8.56(6.11-11.7)10.3(7.06-14.4)11.7(7.78-16.5)2-day 2.91(2.38-3.54)3.26(2.67-3.97)3.95(3.22-4.82)4.63(3.76-5.67)5.72(4.58-7.40)6.69(5.21-8.71)7.77(5.84-10.3)8.98(6.48-12.2)10.7(7.46-15.0)12.2(8.20-17.0)3-day 3.15(2.60-3.81)3.54(2.92-4.28)4.28(3.52-5.19)5.00(4.08-6.08)6.12(4.92-7.84)7.11(5.56-9.17)8.19(6.19-10.8)9.40(6.82-12.7)11.1(7.78-15.4)12.6(8.51-17.5)4-day 3.35(2.78-4.03)3.78(3.13-4.55)4.58(3.78-5.53)5.34(4.38-6.47)6.50(5.23-8.25)7.50(5.88-9.61)8.58(6.51-11.2)9.78(7.12-13.1)11.5(8.05-15.8)12.9(8.76-17.8)7-day 3.88(3.25-4.62)4.41(3.69-5.26)5.35(4.45-6.39)6.18(5.12-7.42)7.43(6.00-9.28)8.46(6.67-10.7)9.55(7.29-12.4)10.7(7.86-14.2)12.4(8.73-16.8)13.7(9.39-18.8) 10-day 4.39(3.70-5.20)4.99(4.19-5.91)6.00(5.03-7.14)6.89(5.75-8.23)8.19(6.64-10.1)9.24(7.32-11.6)10.3(7.92-13.3)11.5(8.46-15.1)13.1(9.28-17.7)14.4(9.91-19.7)20-day 6.00(5.11-7.02)6.72(5.72-7.88)7.91(6.71-9.30)8.92(7.52-10.5)10.3(8.43-12.5)11.4(9.11-14.1)12.5(9.66-15.8)13.6(10.1-17.7)15.1(10.8-20.2)16.3(11.4-22.1) 30-day 7.40(6.35-8.60)8.26(7.08-9.61)9.64(8.24-11.3)10.8(9.15-12.6)12.3(10.1-14.8)13.4(10.8-16.4)14.6(11.3-18.3)15.7(11.7-20.2)17.2(12.3-22.7)18.2(12.8-24.6)45-day 9.20(7.95-10.6)10.3(8.88-11.9)12.0(10.3-13.9)13.4(11.4-15.5)15.1(12.5-18.0)16.4(13.2-19.8)17.6(13.8-21.8)18.8(14.1-24.0)20.2(14.6-26.5)21.2(15.0-28.5)60-day 10.8(9.34-12.4)12.1(10.5-13.9)14.1(12.2-16.3)15.7(13.5-18.2)17.8(14.7-21.0)19.2(15.5-23.1)20.5(16.1-25.3)21.7(16.3-27.5)23.1(16.8-30.2)24.1(17.1-32.3) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.Please refer to NOAA Atlas 14 document for more information.Back to Top PF graphical Page 1 of 4Precipitation Frequency Data Server 5/4/2016http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=44.8378&lon=-93.5406&data=... Back to Top Maps & aerials Small scale terrain Map data ©2016 GoogleReport a map error50 km  Page 2 of 4Precipitation Frequency Data Server 5/4/2016http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=44.8378&lon=-93.5406&data=... Large scale terrain Large scale map Large scale aerial Back to Top US Department of CommerceNational Oceanic and Atmospheric AdministrationNational Weather ServiceNational Water Center1325 East West HighwaySilver Spring, MD 20910 Map data ©2016 GoogleReport a map error2 km  Map data ©2016 GoogleReport a map error2 km  Imagery ©2016 TerraMetricsReport a map error2 km  Page 3 of 4Precipitation Frequency Data Server 5/4/2016http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=44.8378&lon=-93.5406&data=... FOXWOOD EXISTING CONDITIONS DRAINAGE & COVER MAP FOXWOOD PROPOSED CONDITIONS DRAINAGE & COVER MAP D-101 Runoff to Hwy 101 D-W1 Runoff to W1 D-W3 Runoff to W3 D-W4 Runoff to W4 OFF Offiste Runoff to W-3 101 Direct Runoff to 101 T Total W-1 Wetland 1 W-3 Wetland 3 W-4 Wetland 4 Routing Diagram for edrnPrepared by {enter your company name here}, Printed 5/6/2016HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Subcat Reach Pond Link Foxwood - EDRNType II 24-hr 2-year Rainfall=2.87"edrn Printed 5/6/2016Prepared by {enter your company name here}Page 2HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment D-101: Runoff to Hwy 101 Runoff = 0.59 cfs @ 11.96 hrs, Volume= 0.026 af, Depth= 0.88" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 2-year Rainfall=2.87" Area (ac) CN Description0.000 98 Roofs, HSG D0.206 77 Woods, Good, HSG D* 0.000 98 Wetland0.146 73 Brush, Good, HSG D0.352 75 Weighted Average0.352 75 100.00% Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)4.2 225 0.0710 0.89 Lag/CN Method, Summary for Subcatchment D-W1: Runoff to W1 Runoff = 20.78 cfs @ 12.07 hrs, Volume= 1.350 af, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 2-year Rainfall=2.87" Area (ac) CN Description0.141 98 Roofs, HSG D6.801 77 Woods, Good, HSG D* 0.289 98 Wetland10.377 73 Brush, Good, HSG D17.608 75 Weighted Average17.178 75 97.56% Pervious Area0.430 98 2.44% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)13.8 750 0.0450 0.90 Lag/CN Method, Summary for Subcatchment D-W3: Runoff to W3 Runoff = 17.88 cfs @ 11.98 hrs, Volume= 0.852 af, Depth= 0.95" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 2-year Rainfall=2.87" Foxwood - EDRNType II 24-hr 2-year Rainfall=2.87"edrn Printed 5/6/2016Prepared by {enter your company name here}Page 3HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Area (ac) CN Description0.079 98 Roofs, HSG D9.072 77 Woods, Good, HSG D* 0.065 98 Wetland1.524 73 Brush, Good, HSG D10.740 77 Weighted Average10.596 76 98.66% Pervious Area0.144 98 1.34% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.2 475 0.0950 1.27 Lag/CN Method, Summary for Subcatchment D-W4: Runoff to W4 Runoff = 2.63 cfs @ 11.92 hrs, Volume= 0.104 af, Depth= 0.98" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 2-year Rainfall=2.87" Area (ac) CN Description0.000 98 Roofs, HSG D1.245 77 Woods, Good, HSG D* 0.000 98 Wetland0.026 73 Brush, Good, HSG D1.271 77 Weighted Average1.271 77 100.00% Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)1.7 150 0.2000 1.47 Lag/CN Method, Summary for Subcatchment OFF: Offiste Runoff to W-3 Runoff = 2.50 cfs @ 12.01 hrs, Volume= 0.134 af, Depth= 0.78" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 2-year Rainfall=2.87" Area (ac) CN Description0.000 98 Roofs, HSG D0.005 77 Woods, Good, HSG D* 0.000 98 Wetland2.054 73 Brush, Good, HSG D2.059 73 Weighted Average2.059 73 100.00% Pervious Area Foxwood - EDRNType II 24-hr 2-year Rainfall=2.87"edrn Printed 5/6/2016Prepared by {enter your company name here}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)8.6 334 0.0360 0.65 Lag/CN Method, Summary for Link 101: Direct Runoff to 101 Inflow Area = 0.352 ac, 0.00% Impervious, Inflow Depth = 0.88" for 2-year eventInflow = 0.59 cfs @ 11.96 hrs, Volume= 0.026 afPrimary = 0.59 cfs @ 11.96 hrs, Volume= 0.026 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Summary for Link T: Total Inflow Area = 32.030 ac, 1.79% Impervious, Inflow Depth = 0.92" for 2-year eventInflow = 38.20 cfs @ 12.00 hrs, Volume= 2.465 afPrimary = 38.20 cfs @ 12.00 hrs, Volume= 2.465 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Summary for Link W-1: Wetland 1 Inflow Area = 17.608 ac, 2.44% Impervious, Inflow Depth = 0.92" for 2-year eventInflow = 20.78 cfs @ 12.07 hrs, Volume= 1.350 afPrimary = 20.78 cfs @ 12.07 hrs, Volume= 1.350 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Summary for Link W-3: Wetland 3 Inflow Area = 12.799 ac, 1.13% Impervious, Inflow Depth = 0.92" for 2-year eventInflow = 20.21 cfs @ 11.98 hrs, Volume= 0.985 afPrimary = 20.21 cfs @ 11.98 hrs, Volume= 0.985 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Summary for Link W-4: Wetland 4 Inflow Area = 1.271 ac, 0.00% Impervious, Inflow Depth = 0.98" for 2-year eventInflow = 2.63 cfs @ 11.92 hrs, Volume= 0.104 afPrimary = 2.63 cfs @ 11.92 hrs, Volume= 0.104 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Foxwood - EDRNType II 24-hr 10-year Rainfall=4.26"edrn Printed 5/6/2016Prepared by {enter your company name here}Page 5HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment D-101: Runoff to Hwy 101 Runoff = 1.26 cfs @ 11.95 hrs, Volume= 0.055 af, Depth= 1.86" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 10-year Rainfall=4.26" Area (ac) CN Description0.000 98 Roofs, HSG D0.206 77 Woods, Good, HSG D* 0.000 98 Wetland0.146 73 Brush, Good, HSG D0.352 75 Weighted Average0.352 75 100.00% Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)4.2 225 0.0710 0.89 Lag/CN Method, Summary for Subcatchment D-W1: Runoff to W1 Runoff = 45.03 cfs @ 12.06 hrs, Volume= 2.813 af, Depth= 1.92" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 10-year Rainfall=4.26" Area (ac) CN Description0.141 98 Roofs, HSG D6.801 77 Woods, Good, HSG D* 0.289 98 Wetland10.377 73 Brush, Good, HSG D17.608 75 Weighted Average17.178 75 97.56% Pervious Area0.430 98 2.44% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)13.8 750 0.0450 0.90 Lag/CN Method, Summary for Subcatchment D-W3: Runoff to W3 Runoff = 37.43 cfs @ 11.98 hrs, Volume= 1.761 af, Depth= 1.97" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 10-year Rainfall=4.26" Foxwood - EDRNType II 24-hr 10-year Rainfall=4.26"edrn Printed 5/6/2016Prepared by {enter your company name here}Page 6HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Area (ac) CN Description0.079 98 Roofs, HSG D9.072 77 Woods, Good, HSG D* 0.065 98 Wetland1.524 73 Brush, Good, HSG D10.740 77 Weighted Average10.596 76 98.66% Pervious Area0.144 98 1.34% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.2 475 0.0950 1.27 Lag/CN Method, Summary for Subcatchment D-W4: Runoff to W4 Runoff = 5.37 cfs @ 11.92 hrs, Volume= 0.214 af, Depth= 2.02" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 10-year Rainfall=4.26" Area (ac) CN Description0.000 98 Roofs, HSG D1.245 77 Woods, Good, HSG D* 0.000 98 Wetland0.026 73 Brush, Good, HSG D1.271 77 Weighted Average1.271 77 100.00% Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)1.7 150 0.2000 1.47 Lag/CN Method, Summary for Subcatchment OFF: Offiste Runoff to W-3 Runoff = 5.73 cfs @ 12.01 hrs, Volume= 0.295 af, Depth= 1.72" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 10-year Rainfall=4.26" Area (ac) CN Description0.000 98 Roofs, HSG D0.005 77 Woods, Good, HSG D* 0.000 98 Wetland2.054 73 Brush, Good, HSG D2.059 73 Weighted Average2.059 73 100.00% Pervious Area Foxwood - EDRNType II 24-hr 10-year Rainfall=4.26"edrn Printed 5/6/2016Prepared by {enter your company name here}Page 7HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)8.6 334 0.0360 0.65 Lag/CN Method, Summary for Link 101: Direct Runoff to 101 Inflow Area = 0.352 ac, 0.00% Impervious, Inflow Depth = 1.86" for 10-year eventInflow = 1.26 cfs @ 11.95 hrs, Volume= 0.055 afPrimary = 1.26 cfs @ 11.95 hrs, Volume= 0.055 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Summary for Link T: Total Inflow Area = 32.030 ac, 1.79% Impervious, Inflow Depth = 1.92" for 10-year eventInflow = 82.96 cfs @ 12.00 hrs, Volume= 5.137 afPrimary = 82.96 cfs @ 12.00 hrs, Volume= 5.137 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Summary for Link W-1: Wetland 1 Inflow Area = 17.608 ac, 2.44% Impervious, Inflow Depth = 1.92" for 10-year eventInflow = 45.03 cfs @ 12.06 hrs, Volume= 2.813 afPrimary = 45.03 cfs @ 12.06 hrs, Volume= 2.813 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Summary for Link W-3: Wetland 3 Inflow Area = 12.799 ac, 1.13% Impervious, Inflow Depth = 1.93" for 10-year eventInflow = 42.86 cfs @ 11.98 hrs, Volume= 2.056 afPrimary = 42.86 cfs @ 11.98 hrs, Volume= 2.056 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Summary for Link W-4: Wetland 4 Inflow Area = 1.271 ac, 0.00% Impervious, Inflow Depth = 2.02" for 10-year eventInflow = 5.37 cfs @ 11.92 hrs, Volume= 0.214 afPrimary = 5.37 cfs @ 11.92 hrs, Volume= 0.214 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Foxwood - EDRNType II 24-hr 100-year Rainfall=7.38"edrn Printed 5/6/2016Prepared by {enter your company name here}Page 8HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment D-101: Runoff to Hwy 101 Runoff = 2.95 cfs @ 11.95 hrs, Volume= 0.132 af, Depth= 4.49" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 100-year Rainfall=7.38" Area (ac) CN Description0.000 98 Roofs, HSG D0.206 77 Woods, Good, HSG D* 0.000 98 Wetland0.146 73 Brush, Good, HSG D0.352 75 Weighted Average0.352 75 100.00% Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)4.2 225 0.0710 0.89 Lag/CN Method, Summary for Subcatchment D-W1: Runoff to W1 Runoff = 106.88 cfs @ 12.06 hrs, Volume= 6.678 af, Depth= 4.55" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 100-year Rainfall=7.38" Area (ac) CN Description0.141 98 Roofs, HSG D6.801 77 Woods, Good, HSG D* 0.289 98 Wetland10.377 73 Brush, Good, HSG D17.608 75 Weighted Average17.178 75 97.56% Pervious Area0.430 98 2.44% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)13.8 750 0.0450 0.90 Lag/CN Method, Summary for Subcatchment D-W3: Runoff to W3 Runoff = 86.15 cfs @ 11.97 hrs, Volume= 4.145 af, Depth= 4.63" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 100-year Rainfall=7.38" Foxwood - EDRNType II 24-hr 100-year Rainfall=7.38"edrn Printed 5/6/2016Prepared by {enter your company name here}Page 9HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Area (ac) CN Description0.079 98 Roofs, HSG D9.072 77 Woods, Good, HSG D* 0.065 98 Wetland1.524 73 Brush, Good, HSG D10.740 77 Weighted Average10.596 76 98.66% Pervious Area0.144 98 1.34% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.2 475 0.0950 1.27 Lag/CN Method, Summary for Subcatchment D-W4: Runoff to W4 Runoff = 12.08 cfs @ 11.92 hrs, Volume= 0.499 af, Depth= 4.71" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 100-year Rainfall=7.38" Area (ac) CN Description0.000 98 Roofs, HSG D1.245 77 Woods, Good, HSG D* 0.000 98 Wetland0.026 73 Brush, Good, HSG D1.271 77 Weighted Average1.271 77 100.00% Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)1.7 150 0.2000 1.47 Lag/CN Method, Summary for Subcatchment OFF: Offiste Runoff to W-3 Runoff = 14.14 cfs @ 12.00 hrs, Volume= 0.732 af, Depth= 4.26" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 100-year Rainfall=7.38" Area (ac) CN Description0.000 98 Roofs, HSG D0.005 77 Woods, Good, HSG D* 0.000 98 Wetland2.054 73 Brush, Good, HSG D2.059 73 Weighted Average2.059 73 100.00% Pervious Area Foxwood - EDRNType II 24-hr 100-year Rainfall=7.38"edrn Printed 5/6/2016Prepared by {enter your company name here}Page 10HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)8.6 334 0.0360 0.65 Lag/CN Method, Summary for Link 101: Direct Runoff to 101 Inflow Area = 0.352 ac, 0.00% Impervious, Inflow Depth = 4.49" for 100-year eventInflow = 2.95 cfs @ 11.95 hrs, Volume= 0.132 afPrimary = 2.95 cfs @ 11.95 hrs, Volume= 0.132 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Summary for Link T: Total Inflow Area = 32.030 ac, 1.79% Impervious, Inflow Depth = 4.56" for 100-year eventInflow = 196.84 cfs @ 11.99 hrs, Volume= 12.185 afPrimary = 196.84 cfs @ 11.99 hrs, Volume= 12.185 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Summary for Link W-1: Wetland 1 Inflow Area = 17.608 ac, 2.44% Impervious, Inflow Depth = 4.55" for 100-year eventInflow = 106.88 cfs @ 12.06 hrs, Volume= 6.678 afPrimary = 106.88 cfs @ 12.06 hrs, Volume= 6.678 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Summary for Link W-3: Wetland 3 Inflow Area = 12.799 ac, 1.13% Impervious, Inflow Depth = 4.57" for 100-year eventInflow = 99.69 cfs @ 11.98 hrs, Volume= 4.877 afPrimary = 99.69 cfs @ 11.98 hrs, Volume= 4.877 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Summary for Link W-4: Wetland 4 Inflow Area = 1.271 ac, 0.00% Impervious, Inflow Depth = 4.71" for 100-year eventInflow = 12.08 cfs @ 11.92 hrs, Volume= 0.499 afPrimary = 12.08 cfs @ 11.92 hrs, Volume= 0.499 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Foxwood - EDRNType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4edrn Printed 5/6/2016Prepared by {enter your company name here}Page 11HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment D-101: Runoff to Hwy 101 Runoff = 0.61 cfs @ 119.06 hrs, Volume= 0.292 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Adj Description0.000 98 Roofs, HSG D0.206 77 Woods, Good, HSG D* 0.000 98 Wetland0.146 73 Brush, Good, HSG D0.352 75 98 Weighted Average, AMC Adjusted0.352 75 98 100.00% Pervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)4.2 225 0.0710 0.89 Lag/CN Method, Summary for Subcatchment D-W1: Runoff to W1 Runoff = 29.65 cfs @ 119.16 hrs, Volume= 14.613 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Adj Description0.141 98 Roofs, HSG D6.801 77 Woods, Good, HSG D* 0.289 98 Wetland10.377 73 Brush, Good, HSG D17.608 75 98 Weighted Average, AMC Adjusted17.178 75 98 97.56% Pervious Area, AMC Adjusted0.430 98 98 2.44% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)13.8 750 0.0450 0.90 Lag/CN Method, Summary for Subcatchment D-W3: Runoff to W3 Runoff = 18.51 cfs @ 119.08 hrs, Volume= 8.913 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4 Foxwood - EDRNType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4edrn Printed 5/6/2016Prepared by {enter your company name here}Page 12HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Area (ac) CN Adj Description0.079 98 Roofs, HSG D9.072 77 Woods, Good, HSG D* 0.065 98 Wetland1.524 73 Brush, Good, HSG D10.740 77 98 Weighted Average, AMC Adjusted10.596 76 98 98.66% Pervious Area, AMC Adjusted0.144 98 98 1.34% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.2 475 0.0950 1.27 Lag/CN Method, Summary for Subcatchment D-W4: Runoff to W4 Runoff = 2.23 cfs @ 119.04 hrs, Volume= 1.055 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Adj Description0.000 98 Roofs, HSG D1.245 77 Woods, Good, HSG D* 0.000 98 Wetland0.026 73 Brush, Good, HSG D1.271 77 98 Weighted Average, AMC Adjusted1.271 77 98 100.00% Pervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)1.7 150 0.2000 1.47 Lag/CN Method, Summary for Subcatchment OFF: Offiste Runoff to W-3 Runoff = 3.52 cfs @ 119.11 hrs, Volume= 1.709 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Adj Description0.000 98 Roofs, HSG D0.005 77 Woods, Good, HSG D* 0.000 98 Wetland2.054 73 Brush, Good, HSG D2.059 73 98 Weighted Average, AMC Adjusted2.059 73 98 100.00% Pervious Area, AMC Adjusted Foxwood - EDRNType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4edrn Printed 5/6/2016Prepared by {enter your company name here}Page 13HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)8.6 334 0.0360 0.65 Lag/CN Method, Summary for Link 101: Direct Runoff to 101 Inflow Area = 0.352 ac, 0.00% Impervious, Inflow Depth = 9.96" for 100-year snowmelt eventInflow = 0.61 cfs @ 119.06 hrs, Volume= 0.292 afPrimary = 0.61 cfs @ 119.06 hrs, Volume= 0.292 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Summary for Link T: Total Inflow Area = 32.030 ac, 1.79% Impervious, Inflow Depth = 9.96" for 100-year snowmelt eventInflow = 53.97 cfs @ 119.10 hrs, Volume= 26.583 afPrimary = 53.97 cfs @ 119.10 hrs, Volume= 26.583 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Summary for Link W-1: Wetland 1 Inflow Area = 17.608 ac, 2.44% Impervious, Inflow Depth = 9.96" for 100-year snowmelt eventInflow = 29.65 cfs @ 119.16 hrs, Volume= 14.613 afPrimary = 29.65 cfs @ 119.16 hrs, Volume= 14.613 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Summary for Link W-3: Wetland 3 Inflow Area = 12.799 ac, 1.13% Impervious, Inflow Depth = 9.96" for 100-year snowmelt eventInflow = 22.02 cfs @ 119.08 hrs, Volume= 10.622 afPrimary = 22.02 cfs @ 119.08 hrs, Volume= 10.622 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Summary for Link W-4: Wetland 4 Inflow Area = 1.271 ac, 0.00% Impervious, Inflow Depth = 9.96" for 100-year snowmelt eventInflow = 2.23 cfs @ 119.04 hrs, Volume= 1.055 afPrimary = 2.23 cfs @ 119.04 hrs, Volume= 1.055 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs D-101 Runoff to Hwy 101 D-1A Direct Runoff to P1 D-1B Runoff to P1 D-2A Direct Runoff to IB1 D-2B Runoff to IB1 D-3A Direct Runoff to IB2 D-3B Runoff to IB2 D-3C Runoff to IB2 D-W1 Runoff to W1 D-W3 Runoff to W3 D-W4 Runoff to W4 OFF Offiste Runoff to IB2 IB-1 IB-1 IB-2 IB-2 P-1 Pond 1 101 Direct Runoff to 101 T Total W-1 Wetland 1 W-3 Wetland 3 W-4 Wetland 4 Routing Diagram for pdrnPrepared by {enter your company name here}, Printed 5/6/2016HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Subcat Reach Pond Link Foxwood - PDRNType II 24-hr 2-year Rainfall=2.87"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 2HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment D-101: Runoff to Hwy 101 Runoff = 0.59 cfs @ 11.96 hrs, Volume= 0.026 af, Depth= 0.88" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 2-year Rainfall=2.87" Area (ac) CN Description0.000 98 Roofs, HSG D0.206 77 Woods, Good, HSG D* 0.000 98 Wetland0.146 73 Brush, Good, HSG D0.352 75 Weighted Average0.352 75 100.00% Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)4.2 225 0.0710 0.89 Lag/CN Method, Summary for Subcatchment D-1A: Direct Runoff to P1 Runoff = 2.46 cfs @ 12.02 hrs, Volume= 0.142 af, Depth= 1.60" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 2-year Rainfall=2.87" Area (ac) CN Description0.041 98 Roofs, HSG D0.010 77 Woods, Good, HSG D* 0.279 98 Pond0.740 80 >75% Grass cover, Good, HSG D1.070 85 Weighted Average0.750 80 70.09% Pervious Area0.320 98 29.91% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)10.0 Direct Entry, Summary for Subcatchment D-1B: Runoff to P1 Runoff = 11.29 cfs @ 12.07 hrs, Volume= 0.783 af, Depth= 1.76" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 2-year Rainfall=2.87" Foxwood - PDRNType II 24-hr 2-year Rainfall=2.87"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 3HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Area (ac) CN Description2.088 98 Roofs, HSG D0.390 77 Woods, Good, HSG D* 0.097 98 Wetland2.753 80 >75% Grass cover, Good, HSG D5.328 87 Weighted Average3.143 80 58.99% Pervious Area2.185 98 41.01% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)15.0 Direct Entry, Summary for Subcatchment D-2A: Direct Runoff to IB1 Runoff = 3.73 cfs @ 12.02 hrs, Volume= 0.207 af, Depth= 1.27" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 2-year Rainfall=2.87" Area (ac) CN Description0.158 98 Roofs, HSG D0.039 77 Woods, Good, HSG D* 0.000 98 Wetland1.751 80 >75% Grass cover, Good, HSG D1.948 81 Weighted Average1.790 80 91.89% Pervious Area0.158 98 8.11% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)10.0 Direct Entry, Summary for Subcatchment D-2B: Runoff to IB1 Runoff = 10.54 cfs @ 12.07 hrs, Volume= 0.732 af, Depth= 1.69" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 2-year Rainfall=2.87" Area (ac) CN Description1.819 98 Roofs, HSG D0.773 77 Woods, Good, HSG D* 0.192 98 Wetland2.406 80 >75% Grass cover, Good, HSG D5.190 87 Weighted Average3.179 79 61.25% Pervious Area2.011 98 38.75% Impervious Area Foxwood - PDRNType II 24-hr 2-year Rainfall=2.87"pdrn Printed 5/6/2016Prepared by {enter your company name here}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)15.0 Direct Entry, Summary for Subcatchment D-3A: Direct Runoff to IB2 Runoff = 2.54 cfs @ 12.02 hrs, Volume= 0.141 af, Depth= 1.28" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 2-year Rainfall=2.87" Area (ac) CN Description0.109 98 Roofs, HSG D0.039 77 Woods, Good, HSG D1.175 80 >75% Grass cover, Good, HSG D1.323 81 Weighted Average1.214 80 91.76% Pervious Area0.109 98 8.24% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)10.0 Direct Entry, Summary for Subcatchment D-3B: Runoff to IB2 Runoff = 5.75 cfs @ 12.07 hrs, Volume= 0.402 af, Depth= 1.90" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 2-year Rainfall=2.87" Area (ac) CN Description1.279 98 Roofs, HSG D0.000 77 Woods, Good, HSG D* 0.000 98 Wetland1.260 80 >75% Grass cover, Good, HSG D2.539 89 Weighted Average1.260 80 49.63% Pervious Area1.279 98 50.37% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)15.0 Direct Entry, Foxwood - PDRNType II 24-hr 2-year Rainfall=2.87"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 5HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment D-3C: Runoff to IB2 Runoff = 3.78 cfs @ 12.07 hrs, Volume= 0.264 af, Depth= 1.86" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 2-year Rainfall=2.87" Area (ac) CN Description0.809 98 Roofs, HSG D0.135 77 Woods, Good, HSG D* 0.000 98 Wetland0.759 80 >75% Grass cover, Good, HSG D1.703 88 Weighted Average0.894 80 52.50% Pervious Area0.809 98 47.50% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)15.0 Direct Entry, Summary for Subcatchment D-W1: Runoff to W1 Runoff = 7.93 cfs @ 12.02 hrs, Volume= 0.438 af, Depth= 1.09" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 2-year Rainfall=2.87" Area (ac) CN Description0.170 98 Roofs, HSG D2.630 77 Woods, Good, HSG D* 0.000 98 Wetland2.006 80 >75% Grass cover, Good, HSG D4.806 79 Weighted Average4.636 78 96.46% Pervious Area0.170 98 3.54% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)10.0 Direct Entry, Summary for Subcatchment D-W3: Runoff to W3 Runoff = 7.10 cfs @ 12.02 hrs, Volume= 0.393 af, Depth= 1.10" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 2-year Rainfall=2.87" Foxwood - PDRNType II 24-hr 2-year Rainfall=2.87"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 6HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Area (ac) CN Description0.177 98 Roofs, HSG D2.564 77 Woods, Good, HSG D* 0.000 98 Wetland1.531 80 >75% Grass cover, Good, HSG D4.272 79 Weighted Average4.095 78 95.86% Pervious Area0.177 98 4.14% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)10.0 Direct Entry, Summary for Subcatchment D-W4: Runoff to W4 Runoff = 2.10 cfs @ 12.03 hrs, Volume= 0.117 af, Depth= 0.98" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 2-year Rainfall=2.87" Area (ac) CN Description0.042 98 Roofs, HSG D1.012 77 Woods, Good, HSG D* 0.000 98 Wetland0.386 73 Brush, Good, HSG D1.440 77 Weighted Average1.398 76 97.08% Pervious Area0.042 98 2.92% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)10.0 Direct Entry, Summary for Subcatchment OFF: Offiste Runoff to IB2 Runoff = 2.15 cfs @ 12.14 hrs, Volume= 0.168 af, Depth= 0.98" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 2-year Rainfall=2.87" Area (ac) CN Description0.000 98 Roofs, HSG D2.054 77 Woods, Good, HSG D* 0.000 98 Wetland0.005 73 Brush, Good, HSG D2.059 77 Weighted Average2.059 77 100.00% Pervious Area Foxwood - PDRNType II 24-hr 2-year Rainfall=2.87"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 7HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)20.0 Direct Entry, Summary for Pond IB-1: IB-1 Inflow Area = 7.138 ac, 30.39% Impervious, Inflow Depth = 1.58" for 2-year eventInflow = 13.95 cfs @ 12.05 hrs, Volume= 0.939 afOutflow = 0.64 cfs @ 14.01 hrs, Volume= 0.939 af, Atten= 95%, Lag= 117.7 minDiscarded = 0.33 cfs @ 14.01 hrs, Volume= 0.876 afPrimary = 0.31 cfs @ 14.01 hrs, Volume= 0.063 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs / 3Peak Elev= 895.86' @ 14.01 hrs Surf.Area= 31,517 sf Storage= 25,528 cf Plug-Flow detention time= 1,262.6 min calculated for 0.939 af (100% of inflow)Center-of-Mass det. time= 1,262.7 min ( 2,070.4 - 807.7 ) Volume Invert Avail.Storage Storage Description#1 893.00' 669 cf Forebay 1 (Prismatic) Listed below (Recalc)#2 893.00' 505 cf Forebay 2 (Prismatic) Listed below (Recalc)#3 894.00' 23,503 cf Infiltration Volume (B soils) (Prismatic) Listed below (Recalc)#4 895.80' 40,500 cf Live Storage (Prismatic) Listed below (Recalc)65,178 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)893.00 488 0 0894.00 850 669 669 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)893.00 350 0 0894.00 660 505 505 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)894.00 11,415 0 0895.80 14,700 23,503 23,503 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)895.80 14,700 0 0896.00 16,840 3,154 3,154898.00 20,506 37,346 40,500 Device Routing Invert Outlet Devices#1 Primary 892.50'24.0" Round 24" RCP L= 29.3' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 892.50' / 892.35' S= 0.0051 '/' Cc= 0.900 Foxwood - PDRNType II 24-hr 2-year Rainfall=2.87"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 8HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf #2 Discarded 893.00'0.450 in/hr Infiltration over Surface area Phase-In= 0.01' #3 Device 1 895.80'27.0" Horiz. 27" Beehive Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.33 cfs @ 14.01 hrs HW=895.86' (Free Discharge)2=Infiltration (Exfiltration Controls 0.33 cfs) Primary OutFlow Max=0.31 cfs @ 14.01 hrs HW=895.86' TW=0.00' (Dynamic Tailwater)1=24" RCP (Passes 0.31 cfs of 24.74 cfs potential flow)3=27" Beehive Grate (Weir Controls 0.31 cfs @ 0.78 fps) Summary for Pond IB-2: IB-2 Inflow Area = 7.624 ac, 28.82% Impervious, Inflow Depth = 1.54" for 2-year eventInflow = 13.64 cfs @ 12.06 hrs, Volume= 0.975 afOutflow = 11.67 cfs @ 12.13 hrs, Volume= 0.975 af, Atten= 14%, Lag= 4.3 minDiscarded = 0.07 cfs @ 12.13 hrs, Volume= 0.203 afPrimary = 11.60 cfs @ 12.13 hrs, Volume= 0.773 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs / 3Peak Elev= 892.43' @ 12.13 hrs Surf.Area= 14,765 sf Storage= 9,830 cf Plug-Flow detention time= 303.1 min calculated for 0.975 af (100% of inflow)Center-of-Mass det. time= 303.0 min ( 1,113.8 - 810.7 ) Volume Invert Avail.Storage Storage Description#1 890.00' 210 cf Forebay 1 (Prismatic) Listed below (Recalc)#2 890.00' 188 cf Forebay 2 (Prismatic) Listed below (Recalc)#3 891.00' 4,757 cf Infiltration Volume (C soils) (Prismatic) Listed below (Recalc)#4 891.80' 41,347 cf Live Storage (Prismatic) Listed below (Recalc)46,501 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)890.00 120 0 0891.00 300 210 210 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)890.00 100 0 0891.00 275 188 188 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)891.00 5,596 0 0891.80 6,296 4,757 4,757 Foxwood - PDRNType II 24-hr 2-year Rainfall=2.87"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 9HydroCAD® 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)891.80 6,296 0 0892.00 7,416 1,371 1,371894.00 9,630 17,046 18,417896.00 12,071 21,701 40,118896.10 12,500 1,229 41,347 Device Routing Invert Outlet Devices#1 Primary 884.50'15.0" Round 15" RCP L= 97.7' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 884.50' / 884.00' S= 0.0051 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #2 Device 3 891.80'27.0" Horiz. 27" Beehive Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 888.00'15.0" Round 15" RCP L= 35.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 888.00' / 887.83' S= 0.0049 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #4 Discarded 890.00'0.200 in/hr Infiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.07 cfs @ 12.13 hrs HW=892.43' (Free Discharge)4=Infiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=11.60 cfs @ 12.13 hrs HW=892.43' TW=0.00' (Dynamic Tailwater)1=15" RCP (Passes 11.60 cfs of 14.15 cfs potential flow)3=15" RCP (Passes 11.60 cfs of 12.70 cfs potential flow)2=27" Beehive Grate (Weir Controls 11.60 cfs @ 2.60 fps) Summary for Pond P-1: Pond 1 Inflow Area = 6.398 ac, 39.15% Impervious, Inflow Depth = 1.73" for 2-year eventInflow = 13.48 cfs @ 12.05 hrs, Volume= 0.925 afOutflow = 4.94 cfs @ 12.27 hrs, Volume= 0.924 af, Atten= 63%, Lag= 13.0 minPrimary = 4.94 cfs @ 12.27 hrs, Volume= 0.924 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs / 3Starting Elev= 904.00' Surf.Area= 24,296 sf Storage= 36,518 cfPeak Elev= 905.11' @ 12.27 hrs Surf.Area= 26,073 sf Storage= 50,939 cf (14,421 cf above start) Plug-Flow detention time= 1,312.8 min calculated for 0.086 af (9% of inflow)Center-of-Mass det. time= 126.4 min ( 925.5 - 799.1 ) Volume Invert Avail.Storage Storage Description#1 896.00' 36,518 cf NURP (Prismatic) Listed below (Recalc)#2 904.00' 52,833 cf LIVE (Prismatic) Listed below (Recalc)89,351 cf Total Available Storage Foxwood - PDRNType II 24-hr 2-year Rainfall=2.87"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 10HydroCAD® 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)896.00 802 0 0898.00 2,281 3,083 3,083900.00 4,100 6,381 9,464902.00 6,266 10,366 19,830903.00 7,481 6,874 26,704904.00 12,148 9,815 36,518 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)904.00 12,148 0 0906.00 15,360 27,508 27,508907.50 18,407 25,325 52,833 Device Routing Invert Outlet Devices#1 Primary 904.00'15.0" Round 15" RCP L= 32.1' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 904.00' / 903.36' S= 0.0199 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf Primary OutFlow Max=4.93 cfs @ 12.27 hrs HW=905.11' TW=0.00' (Dynamic Tailwater)1=15" RCP (Barrel Controls 4.93 cfs @ 5.71 fps) Summary for Link 101: Direct Runoff to 101 Inflow Area = 0.352 ac, 0.00% Impervious, Inflow Depth = 0.88" for 2-year eventInflow = 0.59 cfs @ 11.96 hrs, Volume= 0.026 afPrimary = 0.59 cfs @ 11.96 hrs, Volume= 0.026 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Summary for Link T: Total Inflow Area = 32.030 ac, 22.67% Impervious, Inflow Depth = 1.02" for 2-year eventInflow = 29.15 cfs @ 12.05 hrs, Volume= 2.734 afPrimary = 29.15 cfs @ 12.05 hrs, Volume= 2.734 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Summary for Link W-1: Wetland 1 Inflow Area = 18.342 ac, 26.41% Impervious, Inflow Depth = 0.93" for 2-year eventInflow = 10.70 cfs @ 12.04 hrs, Volume= 1.425 afPrimary = 10.70 cfs @ 12.04 hrs, Volume= 1.425 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Foxwood - PDRNType II 24-hr 2-year Rainfall=2.87"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 11HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Link W-3: Wetland 3 Inflow Area = 11.896 ac, 19.96% Impervious, Inflow Depth = 1.18" for 2-year eventInflow = 16.53 cfs @ 12.07 hrs, Volume= 1.165 afPrimary = 16.53 cfs @ 12.07 hrs, Volume= 1.165 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Summary for Link W-4: Wetland 4 Inflow Area = 1.440 ac, 2.92% Impervious, Inflow Depth = 0.98" for 2-year eventInflow = 2.10 cfs @ 12.03 hrs, Volume= 0.117 afPrimary = 2.10 cfs @ 12.03 hrs, Volume= 0.117 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Foxwood - PDRNType II 24-hr 10-year Rainfall=4.26"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 12HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment D-101: Runoff to Hwy 101 Runoff = 1.26 cfs @ 11.95 hrs, Volume= 0.055 af, Depth= 1.86" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 10-year Rainfall=4.26" Area (ac) CN Description0.000 98 Roofs, HSG D0.206 77 Woods, Good, HSG D* 0.000 98 Wetland0.146 73 Brush, Good, HSG D0.352 75 Weighted Average0.352 75 100.00% Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)4.2 225 0.0710 0.89 Lag/CN Method, Summary for Subcatchment D-1A: Direct Runoff to P1 Runoff = 4.31 cfs @ 12.01 hrs, Volume= 0.248 af, Depth= 2.79" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 10-year Rainfall=4.26" Area (ac) CN Description0.041 98 Roofs, HSG D0.010 77 Woods, Good, HSG D* 0.279 98 Pond0.740 80 >75% Grass cover, Good, HSG D1.070 85 Weighted Average0.750 80 70.09% Pervious Area0.320 98 29.91% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)10.0 Direct Entry, Summary for Subcatchment D-1B: Runoff to P1 Runoff = 19.17 cfs @ 12.07 hrs, Volume= 1.324 af, Depth= 2.98" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 10-year Rainfall=4.26" Foxwood - PDRNType II 24-hr 10-year Rainfall=4.26"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 13HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Area (ac) CN Description2.088 98 Roofs, HSG D0.390 77 Woods, Good, HSG D* 0.097 98 Wetland2.753 80 >75% Grass cover, Good, HSG D5.328 87 Weighted Average3.143 80 58.99% Pervious Area2.185 98 41.01% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)15.0 Direct Entry, Summary for Subcatchment D-2A: Direct Runoff to IB1 Runoff = 7.06 cfs @ 12.02 hrs, Volume= 0.390 af, Depth= 2.40" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 10-year Rainfall=4.26" Area (ac) CN Description0.158 98 Roofs, HSG D0.039 77 Woods, Good, HSG D* 0.000 98 Wetland1.751 80 >75% Grass cover, Good, HSG D1.948 81 Weighted Average1.790 80 91.89% Pervious Area0.158 98 8.11% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)10.0 Direct Entry, Summary for Subcatchment D-2B: Runoff to IB1 Runoff = 18.14 cfs @ 12.07 hrs, Volume= 1.251 af, Depth= 2.89" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 10-year Rainfall=4.26" Area (ac) CN Description1.819 98 Roofs, HSG D0.773 77 Woods, Good, HSG D* 0.192 98 Wetland2.406 80 >75% Grass cover, Good, HSG D5.190 87 Weighted Average3.179 79 61.25% Pervious Area2.011 98 38.75% Impervious Area Foxwood - PDRNType II 24-hr 10-year Rainfall=4.26"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 14HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)15.0 Direct Entry, Summary for Subcatchment D-3A: Direct Runoff to IB2 Runoff = 4.80 cfs @ 12.02 hrs, Volume= 0.265 af, Depth= 2.40" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 10-year Rainfall=4.26" Area (ac) CN Description0.109 98 Roofs, HSG D0.039 77 Woods, Good, HSG D1.175 80 >75% Grass cover, Good, HSG D1.323 81 Weighted Average1.214 80 91.76% Pervious Area0.109 98 8.24% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)10.0 Direct Entry, Summary for Subcatchment D-3B: Runoff to IB2 Runoff = 9.53 cfs @ 12.07 hrs, Volume= 0.666 af, Depth= 3.15" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 10-year Rainfall=4.26" Area (ac) CN Description1.279 98 Roofs, HSG D0.000 77 Woods, Good, HSG D* 0.000 98 Wetland1.260 80 >75% Grass cover, Good, HSG D2.539 89 Weighted Average1.260 80 49.63% Pervious Area1.279 98 50.37% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)15.0 Direct Entry, Foxwood - PDRNType II 24-hr 10-year Rainfall=4.26"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 15HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment D-3C: Runoff to IB2 Runoff = 6.31 cfs @ 12.07 hrs, Volume= 0.440 af, Depth= 3.10" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 10-year Rainfall=4.26" Area (ac) CN Description0.809 98 Roofs, HSG D0.135 77 Woods, Good, HSG D* 0.000 98 Wetland0.759 80 >75% Grass cover, Good, HSG D1.703 88 Weighted Average0.894 80 52.50% Pervious Area0.809 98 47.50% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)15.0 Direct Entry, Summary for Subcatchment D-W1: Runoff to W1 Runoff = 15.89 cfs @ 12.02 hrs, Volume= 0.867 af, Depth= 2.16" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 10-year Rainfall=4.26" Area (ac) CN Description0.170 98 Roofs, HSG D2.630 77 Woods, Good, HSG D* 0.000 98 Wetland2.006 80 >75% Grass cover, Good, HSG D4.806 79 Weighted Average4.636 78 96.46% Pervious Area0.170 98 3.54% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)10.0 Direct Entry, Summary for Subcatchment D-W3: Runoff to W3 Runoff = 14.18 cfs @ 12.02 hrs, Volume= 0.775 af, Depth= 2.18" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 10-year Rainfall=4.26" Foxwood - PDRNType II 24-hr 10-year Rainfall=4.26"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 16HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Area (ac) CN Description0.177 98 Roofs, HSG D2.564 77 Woods, Good, HSG D* 0.000 98 Wetland1.531 80 >75% Grass cover, Good, HSG D4.272 79 Weighted Average4.095 78 95.86% Pervious Area0.177 98 4.14% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)10.0 Direct Entry, Summary for Subcatchment D-W4: Runoff to W4 Runoff = 4.40 cfs @ 12.02 hrs, Volume= 0.240 af, Depth= 2.00" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 10-year Rainfall=4.26" Area (ac) CN Description0.042 98 Roofs, HSG D1.012 77 Woods, Good, HSG D* 0.000 98 Wetland0.386 73 Brush, Good, HSG D1.440 77 Weighted Average1.398 76 97.08% Pervious Area0.042 98 2.92% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)10.0 Direct Entry, Summary for Subcatchment OFF: Offiste Runoff to IB2 Runoff = 4.60 cfs @ 12.13 hrs, Volume= 0.346 af, Depth= 2.02" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 10-year Rainfall=4.26" Area (ac) CN Description0.000 98 Roofs, HSG D2.054 77 Woods, Good, HSG D* 0.000 98 Wetland0.005 73 Brush, Good, HSG D2.059 77 Weighted Average2.059 77 100.00% Pervious Area Foxwood - PDRNType II 24-hr 10-year Rainfall=4.26"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 17HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)20.0 Direct Entry, Summary for Pond IB-1: IB-1 Inflow Area = 7.138 ac, 30.39% Impervious, Inflow Depth = 2.76" for 10-year eventInflow = 24.60 cfs @ 12.05 hrs, Volume= 1.641 afOutflow = 8.00 cfs @ 12.28 hrs, Volume= 1.641 af, Atten= 67%, Lag= 14.0 minDiscarded = 0.35 cfs @ 12.28 hrs, Volume= 0.968 afPrimary = 7.65 cfs @ 12.28 hrs, Volume= 0.673 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs / 3Peak Elev= 896.28' @ 12.28 hrs Surf.Area= 33,560 sf Storage= 32,591 cf Plug-Flow detention time= 743.4 min calculated for 1.641 af (100% of inflow)Center-of-Mass det. time= 743.5 min ( 1,542.5 - 799.0 ) Volume Invert Avail.Storage Storage Description#1 893.00' 669 cf Forebay 1 (Prismatic) Listed below (Recalc)#2 893.00' 505 cf Forebay 2 (Prismatic) Listed below (Recalc)#3 894.00' 23,503 cf Infiltration Volume (B soils) (Prismatic) Listed below (Recalc)#4 895.80' 40,500 cf Live Storage (Prismatic) Listed below (Recalc)65,178 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)893.00 488 0 0894.00 850 669 669 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)893.00 350 0 0894.00 660 505 505 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)894.00 11,415 0 0895.80 14,700 23,503 23,503 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)895.80 14,700 0 0896.00 16,840 3,154 3,154898.00 20,506 37,346 40,500 Device Routing Invert Outlet Devices#1 Primary 892.50'24.0" Round 24" RCP L= 29.3' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 892.50' / 892.35' S= 0.0051 '/' Cc= 0.900 Foxwood - PDRNType II 24-hr 10-year Rainfall=4.26"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 18HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf #2 Discarded 893.00'0.450 in/hr Infiltration over Surface area Phase-In= 0.01' #3 Device 1 895.80'27.0" Horiz. 27" Beehive Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.35 cfs @ 12.28 hrs HW=896.28' (Free Discharge)2=Infiltration (Exfiltration Controls 0.35 cfs) Primary OutFlow Max=7.65 cfs @ 12.28 hrs HW=896.28' TW=0.00' (Dynamic Tailwater)1=24" RCP (Passes 7.65 cfs of 27.98 cfs potential flow)3=27" Beehive Grate (Weir Controls 7.65 cfs @ 2.26 fps) Summary for Pond IB-2: IB-2 Inflow Area = 7.624 ac, 28.82% Impervious, Inflow Depth = 2.70" for 10-year eventInflow = 24.16 cfs @ 12.06 hrs, Volume= 1.717 afOutflow = 14.14 cfs @ 12.21 hrs, Volume= 1.717 af, Atten= 41%, Lag= 9.1 minDiscarded = 0.07 cfs @ 12.21 hrs, Volume= 0.211 afPrimary = 14.07 cfs @ 12.21 hrs, Volume= 1.506 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs / 3Peak Elev= 893.19' @ 12.21 hrs Surf.Area= 15,607 sf Storage= 16,157 cf Plug-Flow detention time= 184.4 min calculated for 1.717 af (100% of inflow)Center-of-Mass det. time= 184.7 min ( 986.8 - 802.1 ) Volume Invert Avail.Storage Storage Description#1 890.00' 210 cf Forebay 1 (Prismatic) Listed below (Recalc)#2 890.00' 188 cf Forebay 2 (Prismatic) Listed below (Recalc)#3 891.00' 4,757 cf Infiltration Volume (C soils) (Prismatic) Listed below (Recalc)#4 891.80' 41,347 cf Live Storage (Prismatic) Listed below (Recalc)46,501 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)890.00 120 0 0891.00 300 210 210 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)890.00 100 0 0891.00 275 188 188 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)891.00 5,596 0 0891.80 6,296 4,757 4,757 Foxwood - PDRNType II 24-hr 10-year Rainfall=4.26"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 19HydroCAD® 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)891.80 6,296 0 0892.00 7,416 1,371 1,371894.00 9,630 17,046 18,417896.00 12,071 21,701 40,118896.10 12,500 1,229 41,347 Device Routing Invert Outlet Devices#1 Primary 884.50'15.0" Round 15" RCP L= 97.7' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 884.50' / 884.00' S= 0.0051 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #2 Device 3 891.80'27.0" Horiz. 27" Beehive Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 888.00'15.0" Round 15" RCP L= 35.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 888.00' / 887.83' S= 0.0049 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #4 Discarded 890.00'0.200 in/hr Infiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.07 cfs @ 12.21 hrs HW=893.19' (Free Discharge)4=Infiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=14.07 cfs @ 12.21 hrs HW=893.19' TW=0.00' (Dynamic Tailwater)1=15" RCP (Passes 14.07 cfs of 14.88 cfs potential flow)3=15" RCP (Barrel Controls 14.07 cfs @ 11.46 fps)2=27" Beehive Grate (Passes 14.07 cfs of 22.59 cfs potential flow) Summary for Pond P-1: Pond 1 Inflow Area = 6.398 ac, 39.15% Impervious, Inflow Depth = 2.95" for 10-year eventInflow = 23.03 cfs @ 12.05 hrs, Volume= 1.573 afOutflow = 7.58 cfs @ 12.29 hrs, Volume= 1.572 af, Atten= 67%, Lag= 14.1 minPrimary = 7.58 cfs @ 12.29 hrs, Volume= 1.572 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs / 3Starting Elev= 904.00' Surf.Area= 24,296 sf Storage= 36,518 cfPeak Elev= 905.76' @ 12.29 hrs Surf.Area= 27,130 sf Storage= 60,454 cf (23,936 cf above start) Plug-Flow detention time= 415.8 min calculated for 0.734 af (47% of inflow)Center-of-Mass det. time= 98.8 min ( 890.0 - 791.2 ) Volume Invert Avail.Storage Storage Description#1 896.00' 36,518 cf NURP (Prismatic) Listed below (Recalc)#2 904.00' 52,833 cf LIVE (Prismatic) Listed below (Recalc)89,351 cf Total Available Storage Foxwood - PDRNType II 24-hr 10-year Rainfall=4.26"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 20HydroCAD® 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)896.00 802 0 0898.00 2,281 3,083 3,083900.00 4,100 6,381 9,464902.00 6,266 10,366 19,830903.00 7,481 6,874 26,704904.00 12,148 9,815 36,518 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)904.00 12,148 0 0906.00 15,360 27,508 27,508907.50 18,407 25,325 52,833 Device Routing Invert Outlet Devices#1 Primary 904.00'15.0" Round 15" RCP L= 32.1' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 904.00' / 903.36' S= 0.0199 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf Primary OutFlow Max=7.58 cfs @ 12.29 hrs HW=905.76' TW=0.00' (Dynamic Tailwater)1=15" RCP (Barrel Controls 7.58 cfs @ 6.18 fps) Summary for Link 101: Direct Runoff to 101 Inflow Area = 0.352 ac, 0.00% Impervious, Inflow Depth = 1.86" for 10-year eventInflow = 1.26 cfs @ 11.95 hrs, Volume= 0.055 afPrimary = 1.26 cfs @ 11.95 hrs, Volume= 0.055 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Summary for Link T: Total Inflow Area = 32.030 ac, 22.67% Impervious, Inflow Depth = 2.13" for 10-year eventInflow = 53.49 cfs @ 12.02 hrs, Volume= 5.687 afPrimary = 53.49 cfs @ 12.02 hrs, Volume= 5.687 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Summary for Link W-1: Wetland 1 Inflow Area = 18.342 ac, 26.41% Impervious, Inflow Depth = 2.04" for 10-year eventInflow = 21.21 cfs @ 12.03 hrs, Volume= 3.112 afPrimary = 21.21 cfs @ 12.03 hrs, Volume= 3.112 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Foxwood - PDRNType II 24-hr 10-year Rainfall=4.26"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 21HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Link W-3: Wetland 3 Inflow Area = 11.896 ac, 19.96% Impervious, Inflow Depth = 2.30" for 10-year eventInflow = 27.23 cfs @ 12.02 hrs, Volume= 2.281 afPrimary = 27.23 cfs @ 12.02 hrs, Volume= 2.281 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Summary for Link W-4: Wetland 4 Inflow Area = 1.440 ac, 2.92% Impervious, Inflow Depth = 2.00" for 10-year eventInflow = 4.40 cfs @ 12.02 hrs, Volume= 0.240 afPrimary = 4.40 cfs @ 12.02 hrs, Volume= 0.240 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Foxwood - PDRNType II 24-hr 100-year Rainfall=7.38"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 22HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment D-101: Runoff to Hwy 101 Runoff = 2.95 cfs @ 11.95 hrs, Volume= 0.132 af, Depth= 4.49" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 100-year Rainfall=7.38" Area (ac) CN Description0.000 98 Roofs, HSG D0.206 77 Woods, Good, HSG D* 0.000 98 Wetland0.146 73 Brush, Good, HSG D0.352 75 Weighted Average0.352 75 100.00% Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)4.2 225 0.0710 0.89 Lag/CN Method, Summary for Subcatchment D-1A: Direct Runoff to P1 Runoff = 8.66 cfs @ 12.01 hrs, Volume= 0.506 af, Depth= 5.67" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 100-year Rainfall=7.38" Area (ac) CN Description0.041 98 Roofs, HSG D0.010 77 Woods, Good, HSG D* 0.279 98 Pond0.740 80 >75% Grass cover, Good, HSG D1.070 85 Weighted Average0.750 80 70.09% Pervious Area0.320 98 29.91% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)10.0 Direct Entry, Summary for Subcatchment D-1B: Runoff to P1 Runoff = 37.60 cfs @ 12.06 hrs, Volume= 2.622 af, Depth= 5.91" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 100-year Rainfall=7.38" Foxwood - PDRNType II 24-hr 100-year Rainfall=7.38"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 23HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Area (ac) CN Description2.088 98 Roofs, HSG D0.390 77 Woods, Good, HSG D* 0.097 98 Wetland2.753 80 >75% Grass cover, Good, HSG D5.328 87 Weighted Average3.143 80 58.99% Pervious Area2.185 98 41.01% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)15.0 Direct Entry, Summary for Subcatchment D-2A: Direct Runoff to IB1 Runoff = 15.04 cfs @ 12.01 hrs, Volume= 0.847 af, Depth= 5.22" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 100-year Rainfall=7.38" Area (ac) CN Description0.158 98 Roofs, HSG D0.039 77 Woods, Good, HSG D* 0.000 98 Wetland1.751 80 >75% Grass cover, Good, HSG D1.948 81 Weighted Average1.790 80 91.89% Pervious Area0.158 98 8.11% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)10.0 Direct Entry, Summary for Subcatchment D-2B: Runoff to IB1 Runoff = 36.05 cfs @ 12.07 hrs, Volume= 2.504 af, Depth= 5.79" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 100-year Rainfall=7.38" Area (ac) CN Description1.819 98 Roofs, HSG D0.773 77 Woods, Good, HSG D* 0.192 98 Wetland2.406 80 >75% Grass cover, Good, HSG D5.190 87 Weighted Average3.179 79 61.25% Pervious Area2.011 98 38.75% Impervious Area Foxwood - PDRNType II 24-hr 100-year Rainfall=7.38"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 24HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)15.0 Direct Entry, Summary for Subcatchment D-3A: Direct Runoff to IB2 Runoff = 10.22 cfs @ 12.01 hrs, Volume= 0.575 af, Depth= 5.22" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 100-year Rainfall=7.38" Area (ac) CN Description0.109 98 Roofs, HSG D0.039 77 Woods, Good, HSG D1.175 80 >75% Grass cover, Good, HSG D1.323 81 Weighted Average1.214 80 91.76% Pervious Area0.109 98 8.24% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)10.0 Direct Entry, Summary for Subcatchment D-3B: Runoff to IB2 Runoff = 18.28 cfs @ 12.06 hrs, Volume= 1.291 af, Depth= 6.10" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 100-year Rainfall=7.38" Area (ac) CN Description1.279 98 Roofs, HSG D0.000 77 Woods, Good, HSG D* 0.000 98 Wetland1.260 80 >75% Grass cover, Good, HSG D2.539 89 Weighted Average1.260 80 49.63% Pervious Area1.279 98 50.37% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)15.0 Direct Entry, Foxwood - PDRNType II 24-hr 100-year Rainfall=7.38"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 25HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment D-3C: Runoff to IB2 Runoff = 12.19 cfs @ 12.06 hrs, Volume= 0.857 af, Depth= 6.04" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 100-year Rainfall=7.38" Area (ac) CN Description0.809 98 Roofs, HSG D0.135 77 Woods, Good, HSG D* 0.000 98 Wetland0.759 80 >75% Grass cover, Good, HSG D1.703 88 Weighted Average0.894 80 52.50% Pervious Area0.809 98 47.50% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)15.0 Direct Entry, Summary for Subcatchment D-W1: Runoff to W1 Runoff = 35.40 cfs @ 12.01 hrs, Volume= 1.964 af, Depth= 4.90" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 100-year Rainfall=7.38" Area (ac) CN Description0.170 98 Roofs, HSG D2.630 77 Woods, Good, HSG D* 0.000 98 Wetland2.006 80 >75% Grass cover, Good, HSG D4.806 79 Weighted Average4.636 78 96.46% Pervious Area0.170 98 3.54% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)10.0 Direct Entry, Summary for Subcatchment D-W3: Runoff to W3 Runoff = 31.52 cfs @ 12.01 hrs, Volume= 1.750 af, Depth= 4.92" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 100-year Rainfall=7.38" Foxwood - PDRNType II 24-hr 100-year Rainfall=7.38"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 26HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Area (ac) CN Description0.177 98 Roofs, HSG D2.564 77 Woods, Good, HSG D* 0.000 98 Wetland1.531 80 >75% Grass cover, Good, HSG D4.272 79 Weighted Average4.095 78 95.86% Pervious Area0.177 98 4.14% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)10.0 Direct Entry, Summary for Subcatchment D-W4: Runoff to W4 Runoff = 10.17 cfs @ 12.01 hrs, Volume= 0.561 af, Depth= 4.67" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 100-year Rainfall=7.38" Area (ac) CN Description0.042 98 Roofs, HSG D1.012 77 Woods, Good, HSG D* 0.000 98 Wetland0.386 73 Brush, Good, HSG D1.440 77 Weighted Average1.398 76 97.08% Pervious Area0.042 98 2.92% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)10.0 Direct Entry, Summary for Subcatchment OFF: Offiste Runoff to IB2 Runoff = 10.74 cfs @ 12.12 hrs, Volume= 0.808 af, Depth= 4.71" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 100-year Rainfall=7.38" Area (ac) CN Description0.000 98 Roofs, HSG D2.054 77 Woods, Good, HSG D* 0.000 98 Wetland0.005 73 Brush, Good, HSG D2.059 77 Weighted Average2.059 77 100.00% Pervious Area Foxwood - PDRNType II 24-hr 100-year Rainfall=7.38"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 27HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)20.0 Direct Entry, Summary for Pond IB-1: IB-1 Inflow Area = 7.138 ac, 30.39% Impervious, Inflow Depth = 5.63" for 100-year eventInflow = 49.80 cfs @ 12.05 hrs, Volume= 3.350 afOutflow = 24.81 cfs @ 12.20 hrs, Volume= 3.350 af, Atten= 50%, Lag= 9.5 minDiscarded = 0.37 cfs @ 12.20 hrs, Volume= 1.019 afPrimary = 24.43 cfs @ 12.20 hrs, Volume= 2.331 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs / 3Peak Elev= 897.43' @ 12.20 hrs Surf.Area= 35,669 sf Storage= 53,765 cf Plug-Flow detention time= 391.2 min calculated for 3.350 af (100% of inflow)Center-of-Mass det. time= 391.4 min ( 1,177.4 - 786.0 ) Volume Invert Avail.Storage Storage Description#1 893.00' 669 cf Forebay 1 (Prismatic) Listed below (Recalc)#2 893.00' 505 cf Forebay 2 (Prismatic) Listed below (Recalc)#3 894.00' 23,503 cf Infiltration Volume (B soils) (Prismatic) Listed below (Recalc)#4 895.80' 40,500 cf Live Storage (Prismatic) Listed below (Recalc)65,178 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)893.00 488 0 0894.00 850 669 669 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)893.00 350 0 0894.00 660 505 505 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)894.00 11,415 0 0895.80 14,700 23,503 23,503 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)895.80 14,700 0 0896.00 16,840 3,154 3,154898.00 20,506 37,346 40,500 Device Routing Invert Outlet Devices#1 Primary 892.50'24.0" Round 24" RCP L= 29.3' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 892.50' / 892.35' S= 0.0051 '/' Cc= 0.900 Foxwood - PDRNType II 24-hr 100-year Rainfall=7.38"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 28HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf #2 Discarded 893.00'0.450 in/hr Infiltration over Surface area Phase-In= 0.01' #3 Device 1 895.80'27.0" Horiz. 27" Beehive Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.37 cfs @ 12.20 hrs HW=897.43' (Free Discharge)2=Infiltration (Exfiltration Controls 0.37 cfs) Primary OutFlow Max=24.43 cfs @ 12.20 hrs HW=897.43' TW=0.00' (Dynamic Tailwater)1=24" RCP (Passes 24.43 cfs of 35.36 cfs potential flow)3=27" Beehive Grate (Orifice Controls 24.43 cfs @ 6.14 fps) Summary for Pond IB-2: IB-2 Inflow Area = 7.624 ac, 28.82% Impervious, Inflow Depth = 5.56" for 100-year eventInflow = 49.23 cfs @ 12.06 hrs, Volume= 3.532 afOutflow = 17.11 cfs @ 12.31 hrs, Volume= 3.532 af, Atten= 65%, Lag= 15.2 minDiscarded = 0.09 cfs @ 12.31 hrs, Volume= 0.225 afPrimary = 17.02 cfs @ 12.31 hrs, Volume= 3.307 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs / 3Peak Elev= 895.64' @ 12.31 hrs Surf.Area= 18,501 sf Storage= 40,991 cf Plug-Flow detention time= 106.9 min calculated for 3.531 af (100% of inflow)Center-of-Mass det. time= 107.1 min ( 896.2 - 789.1 ) Volume Invert Avail.Storage Storage Description#1 890.00' 210 cf Forebay 1 (Prismatic) Listed below (Recalc)#2 890.00' 188 cf Forebay 2 (Prismatic) Listed below (Recalc)#3 891.00' 4,757 cf Infiltration Volume (C soils) (Prismatic) Listed below (Recalc)#4 891.80' 41,347 cf Live Storage (Prismatic) Listed below (Recalc)46,501 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)890.00 120 0 0891.00 300 210 210 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)890.00 100 0 0891.00 275 188 188 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)891.00 5,596 0 0891.80 6,296 4,757 4,757 Foxwood - PDRNType II 24-hr 100-year Rainfall=7.38"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 29HydroCAD® 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)891.80 6,296 0 0892.00 7,416 1,371 1,371894.00 9,630 17,046 18,417896.00 12,071 21,701 40,118896.10 12,500 1,229 41,347 Device Routing Invert Outlet Devices#1 Primary 884.50'15.0" Round 15" RCP L= 97.7' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 884.50' / 884.00' S= 0.0051 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #2 Device 3 891.80'27.0" Horiz. 27" Beehive Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 888.00'15.0" Round 15" RCP L= 35.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 888.00' / 887.83' S= 0.0049 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #4 Discarded 890.00'0.200 in/hr Infiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.09 cfs @ 12.31 hrs HW=895.64' (Free Discharge)4=Infiltration (Exfiltration Controls 0.09 cfs) Primary OutFlow Max=17.02 cfs @ 12.31 hrs HW=895.64' TW=0.00' (Dynamic Tailwater)1=15" RCP (Barrel Controls 17.02 cfs @ 13.87 fps)3=15" RCP (Passes 17.02 cfs of 17.76 cfs potential flow)2=27" Beehive Grate (Passes 17.02 cfs of 37.51 cfs potential flow) Summary for Pond P-1: Pond 1 Inflow Area = 6.398 ac, 39.15% Impervious, Inflow Depth = 5.87" for 100-year eventInflow = 45.38 cfs @ 12.05 hrs, Volume= 3.128 afOutflow = 11.58 cfs @ 12.34 hrs, Volume= 3.127 af, Atten= 74%, Lag= 17.2 minPrimary = 11.58 cfs @ 12.34 hrs, Volume= 3.127 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs / 3Starting Elev= 904.00' Surf.Area= 24,296 sf Storage= 36,518 cfPeak Elev= 907.31' @ 12.34 hrs Surf.Area= 30,160 sf Storage= 85,813 cf (49,295 cf above start) Plug-Flow detention time= 250.4 min calculated for 2.288 af (73% of inflow)Center-of-Mass det. time= 82.0 min ( 861.6 - 779.6 ) Volume Invert Avail.Storage Storage Description#1 896.00' 36,518 cf NURP (Prismatic) Listed below (Recalc)#2 904.00' 52,833 cf LIVE (Prismatic) Listed below (Recalc)89,351 cf Total Available Storage Foxwood - PDRNType II 24-hr 100-year Rainfall=7.38"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 30HydroCAD® 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)896.00 802 0 0898.00 2,281 3,083 3,083900.00 4,100 6,381 9,464902.00 6,266 10,366 19,830903.00 7,481 6,874 26,704904.00 12,148 9,815 36,518 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)904.00 12,148 0 0906.00 15,360 27,508 27,508907.50 18,407 25,325 52,833 Device Routing Invert Outlet Devices#1 Primary 904.00'15.0" Round 15" RCP L= 32.1' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 904.00' / 903.36' S= 0.0199 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf Primary OutFlow Max=11.58 cfs @ 12.34 hrs HW=907.31' TW=0.00' (Dynamic Tailwater)1=15" RCP (Barrel Controls 11.58 cfs @ 9.44 fps) Summary for Link 101: Direct Runoff to 101 Inflow Area = 0.352 ac, 0.00% Impervious, Inflow Depth = 4.49" for 100-year eventInflow = 2.95 cfs @ 11.95 hrs, Volume= 0.132 afPrimary = 2.95 cfs @ 11.95 hrs, Volume= 0.132 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Summary for Link T: Total Inflow Area = 32.030 ac, 22.67% Impervious, Inflow Depth = 4.93" for 100-year eventInflow = 121.54 cfs @ 12.02 hrs, Volume= 13.171 afPrimary = 121.54 cfs @ 12.02 hrs, Volume= 13.171 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Summary for Link W-1: Wetland 1 Inflow Area = 18.342 ac, 26.41% Impervious, Inflow Depth = 4.86" for 100-year eventInflow = 63.55 cfs @ 12.03 hrs, Volume= 7.422 afPrimary = 63.55 cfs @ 12.03 hrs, Volume= 7.422 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Foxwood - PDRNType II 24-hr 100-year Rainfall=7.38"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 31HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Link W-3: Wetland 3 Inflow Area = 11.896 ac, 19.96% Impervious, Inflow Depth = 5.10" for 100-year eventInflow = 46.46 cfs @ 12.02 hrs, Volume= 5.057 afPrimary = 46.46 cfs @ 12.02 hrs, Volume= 5.057 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Summary for Link W-4: Wetland 4 Inflow Area = 1.440 ac, 2.92% Impervious, Inflow Depth = 4.67" for 100-year eventInflow = 10.17 cfs @ 12.01 hrs, Volume= 0.561 afPrimary = 10.17 cfs @ 12.01 hrs, Volume= 0.561 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Foxwood - PDRNType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 32HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment D-101: Runoff to Hwy 101 Runoff = 0.61 cfs @ 119.06 hrs, Volume= 0.292 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Adj Description0.000 98 Roofs, HSG D0.206 77 Woods, Good, HSG D* 0.000 98 Wetland0.146 73 Brush, Good, HSG D0.352 75 98 Weighted Average, AMC Adjusted0.352 75 98 100.00% Pervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)4.2 225 0.0710 0.89 Lag/CN Method, Summary for Subcatchment D-1A: Direct Runoff to P1 Runoff = 1.82 cfs @ 119.12 hrs, Volume= 0.888 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Adj Description0.041 98 Roofs, HSG D0.010 77 Woods, Good, HSG D* 0.279 98 Pond0.740 80 >75% Grass cover, Good, HSG D1.070 85 98 Weighted Average, AMC Adjusted0.750 80 98 70.09% Pervious Area, AMC Adjusted0.320 98 98 29.91% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)10.0 Direct Entry, Summary for Subcatchment D-1B: Runoff to P1 Runoff = 8.94 cfs @ 119.18 hrs, Volume= 4.422 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4 Foxwood - PDRNType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 33HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Area (ac) CN Adj Description2.088 98 Roofs, HSG D0.390 77 Woods, Good, HSG D* 0.097 98 Wetland2.753 80 >75% Grass cover, Good, HSG D5.328 87 98 Weighted Average, AMC Adjusted3.143 80 98 58.99% Pervious Area, AMC Adjusted2.185 98 98 41.01% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)15.0 Direct Entry, Summary for Subcatchment D-2A: Direct Runoff to IB1 Runoff = 3.32 cfs @ 119.12 hrs, Volume= 1.617 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Adj Description0.158 98 Roofs, HSG D0.039 77 Woods, Good, HSG D* 0.000 98 Wetland1.751 80 >75% Grass cover, Good, HSG D1.948 81 98 Weighted Average, AMC Adjusted1.790 80 98 91.89% Pervious Area, AMC Adjusted0.158 98 98 8.11% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)10.0 Direct Entry, Summary for Subcatchment D-2B: Runoff to IB1 Runoff = 8.71 cfs @ 119.18 hrs, Volume= 4.307 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Adj Description1.819 98 Roofs, HSG D0.773 77 Woods, Good, HSG D* 0.192 98 Wetland2.406 80 >75% Grass cover, Good, HSG D5.190 87 98 Weighted Average, AMC Adjusted3.179 79 98 61.25% Pervious Area, AMC Adjusted2.011 98 98 38.75% Impervious Area, AMC Adjusted Foxwood - PDRNType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 34HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)15.0 Direct Entry, Summary for Subcatchment D-3A: Direct Runoff to IB2 Runoff = 2.25 cfs @ 119.12 hrs, Volume= 1.098 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Adj Description0.109 98 Roofs, HSG D0.039 77 Woods, Good, HSG D1.175 80 >75% Grass cover, Good, HSG D1.323 81 98 Weighted Average, AMC Adjusted1.214 80 98 91.76% Pervious Area, AMC Adjusted0.109 98 98 8.24% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)10.0 Direct Entry, Summary for Subcatchment D-3B: Runoff to IB2 Runoff = 4.26 cfs @ 119.18 hrs, Volume= 2.107 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Adj Description1.279 98 Roofs, HSG D0.000 77 Woods, Good, HSG D* 0.000 98 Wetland1.260 80 >75% Grass cover, Good, HSG D2.539 89 98 Weighted Average, AMC Adjusted1.260 80 98 49.63% Pervious Area, AMC Adjusted1.279 98 98 50.37% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)15.0 Direct Entry, Foxwood - PDRNType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 35HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment D-3C: Runoff to IB2 Runoff = 2.86 cfs @ 119.18 hrs, Volume= 1.413 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Adj Description0.809 98 Roofs, HSG D0.135 77 Woods, Good, HSG D* 0.000 98 Wetland0.759 80 >75% Grass cover, Good, HSG D1.703 88 98 Weighted Average, AMC Adjusted0.894 80 98 52.50% Pervious Area, AMC Adjusted0.809 98 98 47.50% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)15.0 Direct Entry, Summary for Subcatchment D-W1: Runoff to W1 Runoff = 8.19 cfs @ 119.12 hrs, Volume= 3.989 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Adj Description0.170 98 Roofs, HSG D2.630 77 Woods, Good, HSG D* 0.000 98 Wetland2.006 80 >75% Grass cover, Good, HSG D4.806 79 98 Weighted Average, AMC Adjusted4.636 78 98 96.46% Pervious Area, AMC Adjusted0.170 98 98 3.54% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)10.0 Direct Entry, Summary for Subcatchment D-W3: Runoff to W3 Runoff = 7.28 cfs @ 119.12 hrs, Volume= 3.545 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4 Foxwood - PDRNType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 36HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Area (ac) CN Adj Description0.177 98 Roofs, HSG D2.564 77 Woods, Good, HSG D* 0.000 98 Wetland1.531 80 >75% Grass cover, Good, HSG D4.272 79 98 Weighted Average, AMC Adjusted4.095 78 98 95.86% Pervious Area, AMC Adjusted0.177 98 98 4.14% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)10.0 Direct Entry, Summary for Subcatchment D-W4: Runoff to W4 Runoff = 2.45 cfs @ 119.12 hrs, Volume= 1.195 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Adj Description0.042 98 Roofs, HSG D1.012 77 Woods, Good, HSG D* 0.000 98 Wetland0.386 73 Brush, Good, HSG D1.440 77 98 Weighted Average, AMC Adjusted1.398 76 98 97.08% Pervious Area, AMC Adjusted0.042 98 98 2.92% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)10.0 Direct Entry, Summary for Subcatchment OFF: Offiste Runoff to IB2 Runoff = 3.40 cfs @ 119.22 hrs, Volume= 1.709 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-250.00 hrs, dt= 0.01 hrsType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Adj Description0.000 98 Roofs, HSG D2.054 77 Woods, Good, HSG D* 0.000 98 Wetland0.005 73 Brush, Good, HSG D2.059 77 98 Weighted Average, AMC Adjusted2.059 77 98 100.00% Pervious Area, AMC Adjusted Foxwood - PDRNType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 37HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)20.0 Direct Entry, Summary for Pond IB-1: IB-1 Inflow Area = 7.138 ac, 30.39% Impervious, Inflow Depth = 9.96" for 100-year snowmelt eventInflow = 12.00 cfs @ 119.15 hrs, Volume= 5.924 afOutflow = 11.51 cfs @ 119.27 hrs, Volume= 5.812 af, Atten= 4%, Lag= 7.0 minDiscarded = 0.35 cfs @ 119.27 hrs, Volume= 3.213 afPrimary = 11.16 cfs @ 119.27 hrs, Volume= 2.599 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs / 3Peak Elev= 896.42' @ 119.27 hrs Surf.Area= 33,811 sf Storage= 34,984 cf Plug-Flow detention time= 718.4 min calculated for 5.812 af (98% of inflow)Center-of-Mass det. time= 590.7 min ( 7,889.1 - 7,298.4 ) Volume Invert Avail.Storage Storage Description#1 893.00' 669 cf Forebay 1 (Prismatic) Listed below (Recalc)#2 893.00' 505 cf Forebay 2 (Prismatic) Listed below (Recalc)#3 894.00' 23,503 cf Infiltration Volume (B soils) (Prismatic) Listed below (Recalc)#4 895.80' 40,500 cf Live Storage (Prismatic) Listed below (Recalc)65,178 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)893.00 488 0 0894.00 850 669 669 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)893.00 350 0 0894.00 660 505 505 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)894.00 11,415 0 0895.80 14,700 23,503 23,503 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)895.80 14,700 0 0896.00 16,840 3,154 3,154898.00 20,506 37,346 40,500 Device Routing Invert Outlet Devices#1 Primary 892.50'24.0" Round 24" RCP L= 29.3' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 892.50' / 892.35' S= 0.0051 '/' Cc= 0.900 Foxwood - PDRNType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 38HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf #2 Discarded 893.00'0.450 in/hr Infiltration over Surface area Phase-In= 0.01' #3 Device 1 895.80'27.0" Horiz. 27" Beehive Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.35 cfs @ 119.27 hrs HW=896.42' (Free Discharge)2=Infiltration (Exfiltration Controls 0.35 cfs) Primary OutFlow Max=11.16 cfs @ 119.27 hrs HW=896.42' TW=0.00' (Dynamic Tailwater)1=24" RCP (Passes 11.16 cfs of 28.96 cfs potential flow)3=27" Beehive Grate (Weir Controls 11.16 cfs @ 2.57 fps) Summary for Pond IB-2: IB-2 Inflow Area = 7.624 ac, 28.82% Impervious, Inflow Depth = 9.96" for 100-year snowmelt eventInflow = 12.71 cfs @ 119.17 hrs, Volume= 6.327 afOutflow = 12.57 cfs @ 119.23 hrs, Volume= 6.234 af, Atten= 1%, Lag= 3.3 minDiscarded = 0.07 cfs @ 119.23 hrs, Volume= 1.126 afPrimary = 12.50 cfs @ 119.23 hrs, Volume= 5.107 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs / 3Peak Elev= 892.46' @ 119.23 hrs Surf.Area= 14,801 sf Storage= 10,085 cf Plug-Flow detention time= 251.1 min calculated for 6.233 af (99% of inflow)Center-of-Mass det. time= 150.1 min ( 7,450.2 - 7,300.1 ) Volume Invert Avail.Storage Storage Description#1 890.00' 210 cf Forebay 1 (Prismatic) Listed below (Recalc)#2 890.00' 188 cf Forebay 2 (Prismatic) Listed below (Recalc)#3 891.00' 4,757 cf Infiltration Volume (C soils) (Prismatic) Listed below (Recalc)#4 891.80' 41,347 cf Live Storage (Prismatic) Listed below (Recalc)46,501 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)890.00 120 0 0891.00 300 210 210 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)890.00 100 0 0891.00 275 188 188 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)891.00 5,596 0 0891.80 6,296 4,757 4,757 Foxwood - PDRNType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 39HydroCAD® 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)891.80 6,296 0 0892.00 7,416 1,371 1,371894.00 9,630 17,046 18,417896.00 12,071 21,701 40,118896.10 12,500 1,229 41,347 Device Routing Invert Outlet Devices#1 Primary 884.50'15.0" Round 15" RCP L= 97.7' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 884.50' / 884.00' S= 0.0051 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #2 Device 3 891.80'27.0" Horiz. 27" Beehive Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 888.00'15.0" Round 15" RCP L= 35.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 888.00' / 887.83' S= 0.0049 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #4 Discarded 890.00'0.200 in/hr Infiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.07 cfs @ 119.23 hrs HW=892.46' (Free Discharge)4=Infiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=12.50 cfs @ 119.23 hrs HW=892.46' TW=0.00' (Dynamic Tailwater)1=15" RCP (Passes 12.50 cfs of 14.18 cfs potential flow)3=15" RCP (Passes 12.50 cfs of 12.76 cfs potential flow)2=27" Beehive Grate (Weir Controls 12.50 cfs @ 2.66 fps) Summary for Pond P-1: Pond 1 Inflow Area = 6.398 ac, 39.15% Impervious, Inflow Depth = 9.96" for 100-year snowmelt eventInflow = 10.74 cfs @ 119.15 hrs, Volume= 5.310 afOutflow = 7.94 cfs @ 119.55 hrs, Volume= 5.299 af, Atten= 26%, Lag= 23.6 minPrimary = 7.94 cfs @ 119.55 hrs, Volume= 5.299 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs / 3Starting Elev= 904.00' Surf.Area= 24,296 sf Storage= 36,518 cfPeak Elev= 905.88' @ 119.55 hrs Surf.Area= 27,310 sf Storage= 62,146 cf (25,628 cf above start) Plug-Flow detention time= 1,461.8 min calculated for 4.461 af (84% of inflow)Center-of-Mass det. time= 119.3 min ( 7,418.2 - 7,298.9 ) Volume Invert Avail.Storage Storage Description#1 896.00' 36,518 cf NURP (Prismatic) Listed below (Recalc)#2 904.00' 52,833 cf LIVE (Prismatic) Listed below (Recalc)89,351 cf Total Available Storage Foxwood - PDRNType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 40HydroCAD® 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)896.00 802 0 0898.00 2,281 3,083 3,083900.00 4,100 6,381 9,464902.00 6,266 10,366 19,830903.00 7,481 6,874 26,704904.00 12,148 9,815 36,518 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)904.00 12,148 0 0906.00 15,360 27,508 27,508907.50 18,407 25,325 52,833 Device Routing Invert Outlet Devices#1 Primary 904.00'15.0" Round 15" RCP L= 32.1' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 904.00' / 903.36' S= 0.0199 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf Primary OutFlow Max=7.94 cfs @ 119.55 hrs HW=905.88' TW=0.00' (Dynamic Tailwater)1=15" RCP (Barrel Controls 7.94 cfs @ 6.47 fps) Summary for Link 101: Direct Runoff to 101 Inflow Area = 0.352 ac, 0.00% Impervious, Inflow Depth = 9.96" for 100-year snowmelt eventInflow = 0.61 cfs @ 119.06 hrs, Volume= 0.292 afPrimary = 0.61 cfs @ 119.06 hrs, Volume= 0.292 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Summary for Link T: Total Inflow Area = 32.030 ac, 22.67% Impervious, Inflow Depth > 8.25" for 100-year snowmelt eventInflow = 49.02 cfs @ 119.17 hrs, Volume= 22.027 afPrimary = 49.02 cfs @ 119.17 hrs, Volume= 22.027 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Summary for Link W-1: Wetland 1 Inflow Area = 18.342 ac, 26.41% Impervious, Inflow Depth > 7.78" for 100-year snowmelt eventInflow = 26.49 cfs @ 119.19 hrs, Volume= 11.887 afPrimary = 26.49 cfs @ 119.19 hrs, Volume= 11.887 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Foxwood - PDRNType II 24-hr 240.00 hrs 100-year snowmelt Rainfall=10.20", AMC=4pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 41HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Link W-3: Wetland 3 Inflow Area = 11.896 ac, 19.96% Impervious, Inflow Depth = 8.73" for 100-year snowmelt eventInflow = 19.58 cfs @ 119.17 hrs, Volume= 8.653 afPrimary = 19.58 cfs @ 119.17 hrs, Volume= 8.653 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Summary for Link W-4: Wetland 4 Inflow Area = 1.440 ac, 2.92% Impervious, Inflow Depth = 9.96" for 100-year snowmelt eventInflow = 2.45 cfs @ 119.12 hrs, Volume= 1.195 afPrimary = 2.45 cfs @ 119.12 hrs, Volume= 1.195 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs IB-1 IB-1 Routing Diagram for pdrnPrepared by {enter your company name here}, Printed 5/6/2016HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Subcat Reach Pond Link Foxwood - IB1 StorageType II 24-hr 100-year Rainfall=7.38"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 2HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Pond IB-1: IB-1 Inflow Area = 7.138 ac, 30.39% Impervious, Inflow Depth = 5.63" for 100-year eventInflow = 49.80 cfs @ 12.05 hrs, Volume= 3.350 afOutflow = 24.81 cfs @ 12.20 hrs, Volume= 3.350 af, Atten= 50%, Lag= 9.5 minDiscarded = 0.37 cfs @ 12.20 hrs, Volume= 1.019 afPrimary = 24.43 cfs @ 12.20 hrs, Volume= 2.331 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs / 3Peak Elev= 897.43' @ 12.20 hrs Surf.Area= 35,669 sf Storage= 53,765 cf Plug-Flow detention time= 391.2 min calculated for 3.350 af (100% of inflow)Center-of-Mass det. time= 391.4 min ( 1,177.4 - 786.0 ) Volume Invert Avail.Storage Storage Description#1 893.00' 669 cf Forebay 1 (Prismatic) Listed below (Recalc)#2 893.00' 505 cf Forebay 2 (Prismatic) Listed below (Recalc)#3 894.00' 23,503 cf Infiltration Volume (B soils) (Prismatic) Listed below (Recalc)#4 895.80' 40,500 cf Live Storage (Prismatic) Listed below (Recalc)65,178 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)893.00 488 0 0894.00 850 669 669 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)893.00 350 0 0894.00 660 505 505 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)894.00 11,415 0 0895.80 14,700 23,503 23,503 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)895.80 14,700 0 0896.00 16,840 3,154 3,154898.00 20,506 37,346 40,500 Device Routing Invert Outlet Devices#1 Primary 892.50'24.0" Round 24" RCP L= 29.3' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 892.50' / 892.35' S= 0.0051 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf #2 Discarded 893.00'0.450 in/hr Infiltration over Surface area Phase-In= 0.01' #3 Device 1 895.80'27.0" Horiz. 27" Beehive Grate C= 0.600 Limited to weir flow at low heads Foxwood - IB1 StorageType II 24-hr 100-year Rainfall=7.38"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 3HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.37 cfs @ 12.20 hrs HW=897.43' (Free Discharge)2=Infiltration (Exfiltration Controls 0.37 cfs) Primary OutFlow Max=24.43 cfs @ 12.20 hrs HW=897.43' TW=0.00' (Dynamic Tailwater)1=24" RCP (Passes 24.43 cfs of 35.36 cfs potential flow)3=27" Beehive Grate (Orifice Controls 24.43 cfs @ 6.14 fps) IB-2 IB-2 Routing Diagram for pdrnPrepared by {enter your company name here}, Printed 5/6/2016HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Subcat Reach Pond Link Foxwood - IB2 StorageType II 24-hr 100-year Rainfall=7.38"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 2HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Pond IB-2: IB-2 Inflow Area = 7.624 ac, 28.82% Impervious, Inflow Depth = 5.56" for 100-year eventInflow = 49.23 cfs @ 12.06 hrs, Volume= 3.532 afOutflow = 17.11 cfs @ 12.31 hrs, Volume= 3.532 af, Atten= 65%, Lag= 15.2 minDiscarded = 0.09 cfs @ 12.31 hrs, Volume= 0.225 afPrimary = 17.02 cfs @ 12.31 hrs, Volume= 3.307 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs / 3Peak Elev= 895.64' @ 12.31 hrs Surf.Area= 18,501 sf Storage= 40,991 cf Plug-Flow detention time= 106.9 min calculated for 3.531 af (100% of inflow)Center-of-Mass det. time= 107.1 min ( 896.2 - 789.1 ) Volume Invert Avail.Storage Storage Description#1 890.00' 210 cf Forebay 1 (Prismatic) Listed below (Recalc)#2 890.00' 188 cf Forebay 2 (Prismatic) Listed below (Recalc)#3 891.00' 4,757 cf Infiltration Volume (C soils) (Prismatic) Listed below (Recalc)#4 891.80' 41,347 cf Live Storage (Prismatic) Listed below (Recalc)46,501 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)890.00 120 0 0891.00 300 210 210 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)890.00 100 0 0891.00 275 188 188 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)891.00 5,596 0 0891.80 6,296 4,757 4,757 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)891.80 6,296 0 0892.00 7,416 1,371 1,371894.00 9,630 17,046 18,417896.00 12,071 21,701 40,118896.10 12,500 1,229 41,347 Device Routing Invert Outlet Devices#1 Primary 884.50'15.0" Round 15" RCP L= 97.7' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 884.50' / 884.00' S= 0.0051 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #2 Device 3 891.80'27.0" Horiz. 27" Beehive Grate C= 0.600 Foxwood - IB2 StorageType II 24-hr 100-year Rainfall=7.38"pdrn Printed 5/6/2016Prepared by {enter your company name here}Page 3HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Limited to weir flow at low heads #3 Device 1 888.00'15.0" Round 15" RCP L= 35.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 888.00' / 887.83' S= 0.0049 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #4 Discarded 890.00'0.200 in/hr Infiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.09 cfs @ 12.31 hrs HW=895.64' (Free Discharge)4=Infiltration (Exfiltration Controls 0.09 cfs) Primary OutFlow Max=17.02 cfs @ 12.31 hrs HW=895.64' TW=0.00' (Dynamic Tailwater)1=15" RCP (Barrel Controls 17.02 cfs @ 13.87 fps)3=15" RCP (Passes 17.02 cfs of 17.76 cfs potential flow)2=27" Beehive Grate (Passes 17.02 cfs of 37.51 cfs potential flow) FoxwoodLand Cover and Volume Management Requirement Calculation Existing Conditions Drainage Area [ft2][acre][ft2][acre][ft2][acre][ft2][acre][ft2][acre]D-101 15349 0.352 0 0.000 8980 0.206 0 0.000 6369 0.146D-W1 766989 17.608 6160 0.141 296247 6.801 12600 0.289 451982 10.376D-W3 467865 10.741 3423 0.079 395180 9.072 2837 0.065 66425 1.525D-W4 55386 1.271 0 0.000 54242 1.245 0 0.000 1145 0.026OFF896702.059 0 0.000 223 0.005 0 0.000 89448 2.0531305589.839 29.972 Proposed Conditions 1305590 29.972Drainage Area [ft2][acre][ft2][acre][ft2][acre][ft2][acre][ft2][acre]D-1A 46590 1.070 1801 0.041 32219 0.740 12148 0.279 422 0.010D-1B 232091 5.328 90936 2.088 119937 2.753 4231 0.097 16986 0.390D-2A 84855 1.948 6871 0.158 76267 1.751 0 0.000 1716 0.039D-2B 226081 5.190 79234 1.819 104802 2.406 8370 0.192 33675 0.773D-3A 57647 1.323 4760 0.109 51195 1.175 0 0.000 1692 0.039D-3B 110610 2.539 55695 1.279 54915 1.261 0 0.000 0 0.000D-3C 74179 1.703 35231 0.809 33072 0.759 0 0.000 5875 0.135OFF896702.059 0 0.000 223 0.005 0 0.000 89448 2.053D-101 15349 0.352 0 0.000 6369 0.146 0 0.000 8980 0.206D-W1 209349 4.806 7407 0.170 87372 2.006 0 0.000 114570 2.630D-W3 186105 4.272 7706 0.177 66714 1.532 0 0.000 111685 2.564D-W4 62728 1.440 1844 0.042 16792 0.385 0 0.000 44091 1.0121305582.941 29.972 291485 6.692 291,485 ft2 Or 6.69 AC26,719 ft3 Infiltration Volume CreditVolume Retained(CF)Infiltration Basin 1 23,503Infiltration Basin 2 4,757 *0.45 in/hr rate - Basin 1* 0.2 in/hr rate - Basin 2 26,719 ft3 28,260 ft3 Friday, May 6, 2016Type "D" Soils From Online Web Soil Survey Total Area Impervious Tree Cover 4,757 Grass/Gravel/Trees Total Area Impervious Grass Wetland/Pond Tree Cover Wetland Total increased onsite impervious surface 1.1" Abstraction Volume generated from new impervious IB Total Volume Reduction Credit [ft3]*23,503 Total 28,260 Total Required Volume ControlTotal Provided Volume Control D-1A Direct Runoff to P1 D-1B Runoff to P1 P-1 Pond 1 Routing Diagram for pdrnPrepared by {enter your company name here}, Printed 5/5/2016HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Subcat Reach Pond Link Foxwood - NURPpdrn Printed 5/5/2016Prepared by {enter your company name here}Page 2HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area(acres)CN Description(subcatchment-numbers)3.493 80 >75% Grass cover, Good, HSG D (D-1A, D-1B)0.279 98 Pond (D-1A)2.129 98 Roofs, HSG D (D-1A, D-1B)0.097 98 Wetland (D-1B)0.400 77 Woods, Good, HSG D (D-1A, D-1B)6.398 87 TOTAL AREA Foxwood - NURPType II 24-hr 2.5" nurp Rainfall=2.50"pdrn Printed 5/5/2016Prepared by {enter your company name here}Page 3HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment D-1A: Direct Runoff to P1 Runoff = 2.00 cfs @ 12.02 hrs, Volume= 0.116 af, Depth= 1.30" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrsType II 24-hr 2.5" nurp Rainfall=2.50" Area (ac) CN Description0.041 98 Roofs, HSG D0.010 77 Woods, Good, HSG D* 0.279 98 Pond0.740 80 >75% Grass cover, Good, HSG D1.070 85 Weighted Average0.750 80 70.09% Pervious Area0.320 98 29.91% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)10.0 Direct Entry, Summary for Subcatchment D-1B: Runoff to P1 Runoff = 9.29 cfs @ 12.07 hrs, Volume= 0.646 af, Depth= 1.46" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrsType II 24-hr 2.5" nurp Rainfall=2.50" Area (ac) CN Description2.088 98 Roofs, HSG D0.390 77 Woods, Good, HSG D* 0.097 98 Wetland2.753 80 >75% Grass cover, Good, HSG D5.328 87 Weighted Average3.143 80 58.99% Pervious Area2.185 98 41.01% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)15.0 Direct Entry, Summary for Pond P-1: Pond 1 Inflow Area = 6.398 ac, 39.15% Impervious, Inflow Depth = 1.43" for 2.5" nurp eventInflow = 11.07 cfs @ 12.05 hrs, Volume= 0.762 afOutflow = 3.92 cfs @ 12.28 hrs, Volume= 0.761 af, Atten= 65%, Lag= 13.4 minPrimary = 3.92 cfs @ 12.28 hrs, Volume= 0.761 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs / 3 Foxwood - NURPType II 24-hr 2.5" nurp Rainfall=2.50"pdrn Printed 5/5/2016Prepared by {enter your company name here}Page 4HydroCAD® 10.00-16 s/n 01427 © 2015 HydroCAD Software Solutions LLC Starting Elev= 904.00' Surf.Area= 24,296 sf Storage= 36,518 cfPeak Elev= 904.94' @ 12.28 hrs Surf.Area= 25,810 sf Storage= 48,681 cf (12,163 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow)Center-of-Mass det. time= 139.4 min ( 941.1 - 801.7 ) Volume Invert Avail.Storage Storage Description#1 896.00' 36,518 cf NURP (Prismatic) Listed below (Recalc)#2 904.00' 52,833 cf LIVE (Prismatic) Listed below (Recalc)89,351 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)896.00 802 0 0898.00 2,281 3,083 3,083900.00 4,100 6,381 9,464902.00 6,266 10,366 19,830903.00 7,481 6,874 26,704904.00 12,148 9,815 36,518 Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)904.00 12,148 0 0906.00 15,360 27,508 27,508907.50 18,407 25,325 52,833 Device Routing Invert Outlet Devices#1 Primary 904.00'15.0" Round 15" RCP L= 32.1' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 904.00' / 903.36' S= 0.0199 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf Primary OutFlow Max=3.92 cfs @ 12.28 hrs HW=904.94' TW=0.00' (Dynamic Tailwater)1=15" RCP (Barrel Controls 3.92 cfs @ 5.48 fps) P8 Urban Catchment Model, Version 3.5 Run Date 05/05/16Case 150119-P8-existing.p8c FirstDate 01/01/71 Precip(in) 27.3Title Existing Model LastDate 12/31/71 Rain(in) 21.02PrecFile msp_4989.pcp Events 63 Snow(in) 6.32PartFile nurp50.p8p TotalHrs 7656 TotalYrs 0.87 Case Title Existing ModelCase Data File 150119-P8-existing.p8cPath X:\2015\150119\hydro\Case Notes:Storm Data File msp_4989.pcpParticle File nurp50.p8pAir Temp File File msp_4889.tem Time Steps Per Hour 4Minimum Inter-Event Time (hrs) 10Maximum Continuity Error % 2Rainfall Breakpoint (inches) 0.8Precipitation Scale Factor 1Air Temp Offset (deg-F) 0Loops Thru Storm File 1Simulation DatesStart 6/1/1970Keep 1/1/1971Stop 12/31/1971 Max Snowfall Temperature (deg-f) 32.0SnowMelt Temperature (deg-f) 32.0Snowmelt Coef (in/degF-Day) 0.06Soil Freeze Temp (deg-F) 32.0Snowmelt Abstraction Factor 1.00Evapo-Trans. Calibration Factor 1.00Growing Season Start Month 5Growing Season End Month 10 5-Day Antecedent Rainfall + Runoff (inches)CN Antecedent Moisture Condition AMC-II AMC-IIIGrowing Season 1.40 2.10NonGrowing Season 0.50 1.10 Watershed DataWatershed Name D-101 D-W1 OFF D-W4 D-W3Runoff to Device TOTAL TOTAL TOTAL TOTAL TOTALInfiltration to DeviceWatershed Area 0.352 17.608 2.059 1.271 10.74SCS Curve Number (Pervious) 70 70 65 70 65Scale Factor for Pervious Runoff Load 1 1 1 1 1Indirectly Connected Imperv Fraction 0 0 0 0 0UnSwept Impervious Fraction 0 0.008 0 0 0.007UnSwept Depression Storage (inches) 0.02 0.02 0.02 0.02 0.02UnSwept Imperv. Runoff Coefficient 0.9 0.9 0.9 0.9 0.9UnSwept Scale Factor for Particle Loads 1 1 1 1 1Swept Impervious Fraction 0 0 0 0 0Swept Depression Storage (inches) 0.02 0.02 0.02 0.02 0.02Swept Imperv. Runoff Coefficient 0.9 0.9 0.9 0.9 0.9Swept Scale Factor for Particle Loads 1 1 1 1 1 Existing Model Sweeping Frequency 0 0 0 0 0Sweeping Efficiency 1 1 1 1 1Sweeping Start Date (MMDD) 101 101 101 101 101Sweeping Stop Date (MMDD) 1231 1231 1231 1231 1231 Device DataDevice Name TOTALDevice Type PIPEInfiltration OutletNormal OutletSpillway OutletParticle Removal Scale FactorBottom Elevation (ft)Bottom Area (acres)Permanent Pool Area (acres)Permanent Pool Volume (ac-ft)Perm Pool Infilt Rate (in/hr)Flood Pool Area (acres)Flood Pool Volume (ac-ft)Flood Pool Infilt Rate (in/hr)Infilt Basin Void Fraction (%)Detention Pond Outlet ParametersOutlet TypeOutlet Orifice Diameter (in)Orifice Discharge CoefOutlet Weir Length (ft)Weir Discharge CoefPerforated Riser Height (ft)Number of Holes in RiserHoles DiameterFlood Pool Drain Time (hrs)Swale ParametersLength of Flow Path (ft)Slope of Flow Path %Bottom Width (ft)Side Slope (ft-v/ft-h)Maximum Depth of Flow (ft)Mannings n ConstantHydraulic ModelPipe, Splitter, Aquifer ParameterHydraulic Res. Time (hrs) 1 Particle DataParticle File nurp50.p8pParticle Class P0% P10% P30% P50% P80%Filtration Efficiency (%) 90 100 100 100 100Settling Velocity (ft/hr) 0 0.03 0.3 1.5 15First Order Decay Rate (1/day) 0 0 0 0 02nd Order Decay (1/day-ppm) 0 0 0 0 0Impervious Runoff Conc (ppm) 1 0 0 0 0Pervious Runoff Conc (ppm) 1 100 100 100 200Pervious Conc Exponent 0 1 1 1 1Accum. Rate (lbs-ac-day) 0 1.75 1.75 1.75 3.5Particle Removal Rate (1/day) 0 0.25 0.25 0.25 0.25Washoff Coefficient 0 20 20 20 20Washoff Exponent 0 2 2 2 2Sweeper Efficiency 0 0 0 5 15 Water Quality Component DataComponent Name TSS TP TKN CU PB ZN HC Water Quality Criteria (ppm)Level 1 5 0.025 2 2 0.02 5 0.1Level 2 10 0.05 1 0.0048 0.014 0.0362 0.5Level 3 20 0.1 0.5 0.02 0.15 0.38 1 Content Scale Factor 1 1 1 1 1 1 1 Particle Composition (mg/kg)P0% 0 99000 600000 13600 2000 64000 250000P10% 1000000 3850 15000 340 180 1600 22500P30% 1000000 3850 15000 340 180 1600 22500P50% 1000000 3850 15000 340 180 1600 22500P80% 1000000 0 0 340 180 0 22500 P8 Urban Catchment Model, Version 3.5 Case 150119-P8-existing.p8c FirstDate 01/01/71 Title Existing Model LastDate 12/31/71 PrecFile msp_4989.pcp Events 63 PartFile nurp50.p8p TotalHrs 7656 Mass Balances by Device and Variable Device: TOTAL Type: PIPE Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 8.94 0.01 798.7 914.5 32.88 06 normal outlet 8.94 0.01 798.7 914.5 32.88 09 total inflow 8.94 0.01 798.7 914.5 32.88 10 surface outflow 8.94 0.01 798.7 914.5 32.88 12 total outflow 8.94 0.01 798.7 914.5 32.88 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%)0.00 0.00 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 8.94 0.01 4.2 4.9 0.17 06 normal outlet 8.94 0.01 4.2 4.9 0.17 09 total inflow 8.94 0.01 4.2 4.9 0.17 10 surface outflow 8.94 0.01 4.2 4.9 0.17 12 total outflow 8.94 0.01 4.2 4.9 0.17 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%)0.00 0.00 0.0 0.0 P8 Urban Catchment Model, Version 3.5 Run Date 05/05/16Case 150119-P8-proposed.p8c FirstDate 01/01/71 Precip(in) 27.3Title Foxwood LastDate 12/31/71 Rain(in) 21.02PrecFile msp_4989.pcp Events 63 Snow(in) 6.32PartFile nurp50.p8p TotalHrs 7656 TotalYrs 0.87 Case Title FoxwoodCase Data File 150119-P8-proposed.p8cPath X:\2015\150119\hydro\Case Notes:Storm Data File msp_4989.pcpParticle File nurp50.p8pAir Temp File File msp_4889.tem Time Steps Per Hour 4Minimum Inter-Event Time (hrs) 10Maximum Continuity Error % 2Rainfall Breakpoint (inches) 0.8Precipitation Scale Factor 1Air Temp Offset (deg-F) 0Loops Thru Storm File 1Simulation DatesStart 6/1/1970Keep 1/1/1971Stop 12/31/1971 Max Snowfall Temperature (deg-f) 32.0SnowMelt Temperature (deg-f) 32.0Snowmelt Coef (in/degF-Day) 0.06Soil Freeze Temp (deg-F) 32.0Snowmelt Abstraction Factor 1.00Evapo-Trans. Calibration Factor 1.00Growing Season Start Month 5Growing Season End Month 10 5-Day Antecedent Rainfall + Runoff (inches)CN Antecedent Moisture Condition AMC-II AMC-IIIGrowing Season 1.40 2.10NonGrowing Season 0.50 1.10 Watershed DataWatershed Name D-101 D-W1 D-1A D-1B D-2A D-2B D-3A D-3B D-3C OFF W3 W4Runoff to Device TOTAL TOTAL POND 1 POND 1INFILTRATION BASIN 1INFILTRATION BASIN 1INFILTRATION BASIN 2INFILTRATION BASIN 2INFILTRATION BASIN 2INFILTRATION BASIN 2TOTAL TOTALInfiltration to DeviceWatershed Area 0.352 4.806 1.07 5.328 1.948 5.19 1.323 2.539 1.703 2.059 4.272 1.44SCS Curve Number (Pervious) 70 70 80 80 80 80 80 80 80 65 65 70Scale Factor for Pervious Runoff Load 1 1 1 1 1 1 1 1 1 1 1 1Indirectly Connected Imperv Fraction 0 0 0.038 0 0 0.47 0.082 0 0 0 0 0UnSwept Impervious Fraction 0 0.035 0 0.39 0.081 0.35 0 0.5 0.47 0 0.04 0.03UnSwept Depression Storage (inches) 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02UnSwept Imperv. Runoff Coefficient 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9UnSwept Scale Factor for Particle Loads 1 1 1 1 1 1 1 1 1 1 1 1Swept Impervious Fraction 0 0 0 0 0 0 0 0 0 0 0 0Swept Depression Storage (inches) 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02Swept Imperv. Runoff Coefficient 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9Swept Scale Factor for Particle Loads 1 1 1 1 1 1 1 1 1 1 1 1Sweeping Frequency 0 0 0 0 0 0 0 0 0 0 0 0Sweeping Efficiency 1 1 1 1 1 1 1 1 1 1 1 1Sweeping Start Date (MMDD) 101 101 101 101 101 101 101 101 101 101 101 101Sweeping Stop Date (MMDD) 1231 1231 1231 1231 1231 1231 1231 1231 1231 1231 1231 1231 Device DataDevice Name POND 1 TOTAL INFILTRATION BASIN 1INFILTRATION BASIN 2Device Type POND PIPE INF_BASIN INF_BASINInfiltration OutletNormal OutletSpillway OutletParticle Removal Scale Factor 1 1 1Bottom Elevation (ft) 896 894 891Bottom Area (acres) 0.02 0.26 0.13Permanent Pool Area (acres) 0.28Permanent Pool Volume (ac-ft) 0.85Perm Pool Infilt Rate (in/hr) 0Flood Pool Area (acres) 0.42 0.47 0.27Flood Pool Volume (ac-ft) 1.22 1.46 1Flood Pool Infilt Rate (in/hr) 0 0.45 0.2Infilt Basin Void Fraction (%) 80 80Detention Pond Outlet ParametersOutlet Type ORIFICEOutlet Orifice Diameter (in) 15Orifice Discharge Coef 1Outlet Weir Length (ft)Weir Discharge CoefPerforated Riser Height (ft)Number of Holes in RiserHoles DiameterFlood Pool Drain Time (hrs)Swale ParametersLength of Flow Path (ft)Slope of Flow Path %Bottom Width (ft)Side Slope (ft-v/ft-h)Maximum Depth of Flow (ft)Mannings n ConstantHydraulic ModelPipe, Splitter, Aquifer ParameterHydraulic Res. Time (hrs) 1 Foxwood proposed Particle DataParticle File nurp50.p8pParticle Class P0% P10% P30% P50% P80%Filtration Efficiency (%) 90 100 100 100 100Settling Velocity (ft/hr) 0 0.03 0.3 1.5 15First Order Decay Rate (1/day) 0 0 0 0 02nd Order Decay (1/day-ppm) 0 0 0 0 0Impervious Runoff Conc (ppm) 1 0 0 0 0Pervious Runoff Conc (ppm) 1 100 100 100 200Pervious Conc Exponent 0 1 1 1 1Accum. Rate (lbs-ac-day) 0 1.75 1.75 1.75 3.5Particle Removal Rate (1/day) 0 0.25 0.25 0.25 0.25Washoff Coefficient 0 20 20 20 20Washoff Exponent 0 2 2 2 2Sweeper Efficiency 0 0 0 5 15 Water Quality Component DataComponent Name TSS TP TKN CU PB ZN HC Water Quality Criteria (ppm)Level 1 5 0.025 2 2 0.02 5 0.1Level 2 10 0.05 1 0.0048 0.014 0.0362 0.5Level 3 20 0.1 0.5 0.02 0.15 0.38 1 Content Scale Factor 1 1 1 1 1 1 1 Particle Composition (mg/kg)P0% 0 99000 600000 13600 2000 64000 250000P10% 1000000 3850 15000 340 180 1600 22500P30% 1000000 3850 15000 340 180 1600 22500P50% 1000000 3850 15000 340 180 1600 22500P80% 1000000 0 0 340 180 0 22500 P8 Urban Catchment Model, Version 3.5 Case 150119-P8-proposed.p8c FirstDate 01/01/71 Title Foxwood LastDate 12/31/71 PrecFile msp_4989.pcp Events 63 PartFile nurp50.p8p TotalHrs 7656 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 23.77 0.04 5220.6 5977.5 80.80 03 infiltrate 13.84 0.02 375.0 429.4 9.97 04 exfiltrate 13.84 0.02 0.0 0.0 0.00 05 filtered 0.00 0.00 375.0 429.4 06 normal outlet 9.71 0.02 563.5 645.2 21.35 07 spillway outlet 0.22 0.00 8.8 10.0 14.42 08 sedimen + decay 0.00 0.00 4271.2 4890.4 09 total inflow 23.77 0.04 5220.6 5977.5 80.80 10 surface outflow 9.93 0.02 572.3 655.3 21.20 11 groundw outflow 13.84 0.02 0.0 0.0 0.00 12 total outflow 23.77 0.04 572.3 655.3 8.86 13 total trapped 0.00 0.00 4646.2 5319.8 14 storage increase 0.00 0.00 0.0 0.1 15 mass balance check 0.00 0.00 2.0 2.3 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 23.77 0.04 18.5 21.1 0.29 03 infiltrate 13.84 0.02 5.2 5.9 0.14 04 exfiltrate 13.84 0.02 0.4 0.4 0.01 05 filtered 0.00 0.00 4.8 5.5 06 normal outlet 9.71 0.02 4.1 4.7 0.15 07 spillway outlet 0.22 0.00 0.1 0.1 0.15 08 sedimen + decay 0.00 0.00 9.1 10.4 09 total inflow 23.77 0.04 18.5 21.1 0.29 10 surface outflow 9.93 0.02 4.2 4.8 0.15 11 groundw outflow 13.84 0.02 0.4 0.4 0.01 12 total outflow 23.77 0.04 4.5 5.2 0.07 13 total trapped 0.00 0.00 13.9 15.9 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%)0.00 0.00 75.4 75.4 Device: POND 1 Type: POND Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 6.13 0.01 1449.2 1659.3 86.98 06 normal outlet 6.13 0.01 113.2 129.6 6.79 08 sedimen + decay 0.00 0.00 1336.0 1529.7 09 total inflow 6.13 0.01 1449.2 1659.3 86.98 10 surface outflow 6.13 0.01 113.2 129.6 6.79 12 total outflow 6.13 0.01 113.2 129.6 6.79 13 total trapped 0.00 0.00 1336.0 1529.7 14 storage increase 0.00 0.00 0.0 0.1 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%)0.00 0.00 92.2 92.2 Device: POND 1 Type: POND Variable: TP Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 6.13 0.01 5.0 5.7 0.30 06 normal outlet 6.13 0.01 2.1 2.4 0.12 08 sedimen + decay 0.00 0.00 2.9 3.4 09 total inflow 6.13 0.01 5.0 5.7 0.30 10 surface outflow 6.13 0.01 2.1 2.4 0.12 12 total outflow 6.13 0.01 2.1 2.4 0.12 13 total trapped 0.00 0.00 2.9 3.4 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%)0.00 0.00 60.1 60.1 Device: TOTAL Type: PIPE Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 3.58 0.01 450.3 515.6 46.27 06 normal outlet 3.58 0.01 450.3 515.6 46.27 09 total inflow 3.58 0.01 450.3 515.6 46.27 10 surface outflow 3.58 0.01 450.3 515.6 46.27 12 total outflow 3.58 0.01 450.3 515.6 46.27 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%)0.00 0.00 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 3.58 0.01 2.0 2.3 0.21 06 normal outlet 3.58 0.01 2.0 2.3 0.21 09 total inflow 3.58 0.01 2.0 2.3 0.21 10 surface outflow 3.58 0.01 2.0 2.3 0.21 12 total outflow 3.58 0.01 2.0 2.3 0.21 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%)0.00 0.00 0.0 0.0 Device: INFILTRATION BASIN 1 Type: INF_BASIN Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 7.81 0.01 1874.3 2146.0 88.32 03 infiltrate 7.81 0.01 254.8 291.8 12.01 04 exfiltrate 7.81 0.01 0.0 0.0 0.00 05 filtered 0.00 0.00 254.8 291.8 08 sedimen + decay 0.00 0.00 1617.5 1852.0 09 total inflow 7.81 0.01 1874.3 2146.0 88.32 11 groundw outflow 7.81 0.01 0.0 0.0 0.00 12 total outflow 7.81 0.01 0.0 0.0 0.00 13 total trapped 0.00 0.00 1872.3 2143.8 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 1.9 2.2 Reduction (%)0.00 0.00 99.9 99.9 Device: INFILTRATION BASIN 1 Type: INF_BASIN Variable: TP Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 7.81 0.01 6.4 7.4 0.30 03 infiltrate 7.81 0.01 3.1 3.5 0.14 04 exfiltrate 7.81 0.01 0.2 0.2 0.01 05 filtered 0.00 0.00 2.9 3.3 08 sedimen + decay 0.00 0.00 3.3 3.8 09 total inflow 7.81 0.01 6.4 7.4 0.30 11 groundw outflow 7.81 0.01 0.2 0.2 0.01 12 total outflow 7.81 0.01 0.2 0.2 0.01 13 total trapped 0.00 0.00 6.2 7.1 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%)0.00 0.00 96.6 96.6 Device: INFILTRATION BASIN 2 Type: INF_BASIN Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 6.25 0.01 1446.7 1656.5 85.12 03 infiltrate 6.03 0.01 120.2 137.6 7.33 04 exfiltrate 6.03 0.01 0.0 0.0 0.00 05 filtered 0.00 0.00 120.2 137.6 07 spillway outlet 0.22 0.00 8.8 10.0 14.42 08 sedimen + decay 0.00 0.00 1317.7 1508.7 09 total inflow 6.25 0.01 1446.7 1656.5 85.12 10 surface outflow 0.22 0.00 8.8 10.0 14.42 11 groundw outflow 6.03 0.01 0.0 0.0 0.00 12 total outflow 6.25 0.01 8.8 10.0 0.52 13 total trapped 0.00 0.00 1437.9 1646.4 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.1 0.1 Reduction (%)0.00 0.00 99.4 99.4 Device: INFILTRATION BASIN 2 Type: INF_BASIN Variable: TP Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 6.25 0.01 5.0 5.8 0.30 03 infiltrate 6.03 0.01 2.1 2.4 0.13 04 exfiltrate 6.03 0.01 0.2 0.2 0.01 05 filtered 0.00 0.00 1.9 2.2 07 spillway outlet 0.22 0.00 0.1 0.1 0.15 08 sedimen + decay 0.00 0.00 2.8 3.3 09 total inflow 6.25 0.01 5.0 5.8 0.30 10 surface outflow 0.22 0.00 0.1 0.1 0.15 11 groundw outflow 6.03 0.01 0.2 0.2 0.01 12 total outflow 6.25 0.01 0.3 0.3 0.01 13 total trapped 0.00 0.00 4.8 5.5 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%)0.00 0.00 94.9 94.9 DESIGN STORM FREQUENCY = 10 YEARS IMP RUNOFF INTENSITY P. DIA. P. SLOPE P. TYPE PIPE FROM TO RIM STR. CAST BUILDFROM TO TOTAL IMPERVIOUS INCR. CUM. % C INCR. CUM. PIPE CUM. i INCR. CUM. D [IN] S [FT/FT] LENGTH [FT] INVERT INVERT ELEV TYPE TYPE [FT] CB 01 FES 02 13847 4200 0.318 0.318 30% 0.41 0.131 0.131 8.00 8.00 6.11 0.801 0.801 12 0.0040 RCP 75.9 904.30 904.00 907.50 27 R-4342 3.20 MH 03 FES 104 15 0.0100 RCP 32.1 904.00 903.68 907.31 48 R-4342 3.31 CB 10 CBMH 11 25762 6500 0.591 0.591 25% 0.38 0.223 0.223 8.00 8.00 6.11 1.361 1.361 12 0.0110 HDPE 119.6 911.80 910.48 915.50 27 R-4342 3.70CBMH 11 CBMH 12 55583 39000 1.276 1.867 70% 0.69 0.882 1.105 0.39 8.39 6.01 5.298 6.637 18 0.0050 RCP 31.0 909.98 909.83 914.23 48 R-3067-V 4.25CBMH 12 CBMH 15 34029 23750 0.781 2.649 70% 0.69 0.538 1.643 0.11 8.50 5.98 3.216 9.821 24 0.0040 RCP 141.7 909.33 908.76 914.23 60 R-3067-V 4.90CB 13 CBMH 14 50109 35000 1.150 1.150 70% 0.69 0.793 0.793 8.00 8.00 6.11 4.841 4.841 18 0.0022 RCP 96.0 905.43 905.22 909.63 2x3 R-3067-V 4.20CBMH 14 CBMH 15 0 0 0.000 1.150 0% 0.20 0.000 0.793 0.53 8.53 5.97 0.000 4.733 18 0.0022 RCP 66.2 905.22 905.07 912.09 48 R-3067-V 6.87CBMH 15 CBMH 18 4016 2800 0.092 3.891 70% 0.69 0.063 2.499 0.37 8.98 5.86 0.372 14.647 24 0.0036 RCP 248.5 905.07 904.18 915.85 60 R-3067-V 10.78CB 16 CBMH 17 25693 18000 0.590 0.590 70% 0.69 0.407 0.407 8.00 8.00 6.11 2.487 2.487 12 0.0050 RCP 34.2 908.84 908.67 912.54 2x3 R-3067-V 3.70CBMH 17 CBMH 18 3030 2125 0.070 0.659 70% 0.69 0.048 0.455 0.16 8.16 6.07 0.291 2.761 12 0.0060 RCP 101.0 908.57 907.96 912.83 48 R-3067-V 4.26CBMH 18 FES 19 8374 5900 0.192 4.743 70% 0.69 0.133 3.087 0.44 9.86 5.66 0.755 17.480 27 0.0030 RCP 55.3 904.17 904.00 914.85 60 R-3067-V 10.68904.00CB 20 CBMH 21 35795 25000 0.822 0.822 70% 0.69 0.566 0.566 8.00 8.00 6.11 3.458 3.458 15 0.0050 RCP 50.9 912.05 911.80 916.00 27 R-4342 3.95CBMH 21 CBMH 22 16550 11600 0.380 1.202 70% 0.69 0.262 0.828 0.21 8.21 6.05 1.588 5.015 15 0.0060 RCP 105.8 911.70 911.06 917.78 48 R-3067-V 6.08CBMH 22 CBMH 23 8267 5750 0.190 1.391 70% 0.69 0.130 0.959 0.40 8.61 5.95 0.776 5.707 15 0.0080 RCP 31.0 910.96 910.71 916.32 48 R-3067-V 5.36CBMH 23 MH 24 18382 12800 0.422 1.813 70% 0.69 0.290 1.249 0.10 8.71 5.93 1.719 7.403 15 0.0890 HDPE 140.1 910.46 898.00 916.33 48 R-3067-V 5.87MH 24 FES 25 0 0 0.000 1.813 0% 0.20 0.000 1.249 0.14 8.85 5.89 0.000 7.361 24 0.0025 RCP 23.1 895.06 895.00 902.00 48 R-1642 6.94895.00CB 30 CBMH 31 6763 4750 0.155 0.155 70% 0.69 0.107 0.107 8.00 8.00 6.11 0.656 0.656 12 0.0050 RCP 31.7 918.39 918.23 922.09 2x3 R-3067-V 3.70CBMH 31 CBMH 34 15476 10800 0.355 0.511 70% 0.69 0.245 0.352 0.15 8.15 6.07 1.484 2.136 12 0.0050 RCP 149.9 918.13 917.38 922.25 48 R-3067-V 4.12CB 32 CBMH 33 8934 6250 0.205 0.205 70% 0.69 0.141 0.141 8.00 8.00 6.11 0.864 0.864 12 0.0050 RCP 31.1 921.11 920.95 924.81 2x3 R-3067-V 3.70CBMH 33 CBMH 34 15250 10600 0.350 0.555 70% 0.69 0.240 0.382 0.15 8.15 6.07 1.459 2.317 12 0.0100 RCP 49.6 920.85 920.36 924.87 48 R-3067-V 4.02CBMH 34 CBMH 35 0 0 0.000 1.066 0% 0.20 0.000 0.734 0.17 8.87 5.89 0.000 4.321 15 0.0050 RCP 56.0 917.13 916.85 925.02 48 R-3067-V 7.89CBMH 35 CBMH 36 4376 2200 0.100 1.166 50% 0.55 0.055 0.789 0.23 9.10 5.83 0.323 4.604 18 0.0220 RCP 51.8 916.75 915.61 923.12 48 R-3067-V 6.37CBMH 36 CBMH 38 3350 1675 0.077 0.077 50% 0.55 0.042 1.141 0.06 9.19 5.81 0.246 6.635 18 0.0250 RCP 129.1 915.51 912.29 920.25 60 R-3067-V 4.74CB 37a CBMH 37b 44750 6500 1.027 1.027 15% 0.30 0.310 0.310 8.00 8.00 6.11 1.893 1.893 12 0.0220 HDPE 25.0 915.30 914.75 919.00 27 R-4342 3.70CBMH 37b CBMH 38 9245 6472 0.212 1.240 70% 0.69 0.146 0.456 0.06 8.06 6.09 0.892 2.781 12 0.0220 RCP 90.4 914.65 912.66 918.45 48 R-3067-V 3.80CBMH 38 CBMH 39 30393 21275 0.698 2.014 70% 0.69 0.481 2.079 0.21 9.40 5.76 2.775 11.985 18 0.1000 HDPE 139.8 912.19 898.21 918.45 48 R-3067-V 6.26CBMH 39 FES 40 0 0 0.000 2.014 0% 0.20 0.000 2.079 0.11 9.52 5.74 0.000 11.931 24 0.0025 RCP 27.1 895.07 895.00 904.00 48 R-1642 8.93895.00MH 40 FES 41 24 0.0050 RCP 29.36 892.50 892.35 895.80 27 R-4342 3.30 CB 50 CBMH 51 92841 0 2.131 2.131 0% 0.20 0.426 0.426 8.00 8.00 6.11 2.604 2.604 15 0.0050 HDPE 38.7 912.05 911.86 916.00 27 R-4342 3.95CBMH 51 CBMH 52 14229 10000 0.327 2.458 70% 0.69 0.226 0.652 0.16 8.16 6.07 1.371 3.957 15 0.0050 RCP 40.8 911.76 911.55 916.50 48 R-3067-V 4.74CBMH 52 CBMH 53 16592 11600 0.381 2.839 70% 0.69 0.263 0.915 0.17 8.33 6.02 1.581 5.510 15 0.0100 RCP 37.4 911.45 911.08 916.80 48 R-3067-V 5.35CBMH 53 CBMH 54 40566 28500 0.931 3.770 70% 0.69 0.644 1.559 0.11 8.44 5.99 3.862 9.347 15 0.0850 HDPE 164.3 910.98 897.01 916.95 48 R-3067-V 5.97CBMH 54 MH 55 26748 10750 0.614 4.384 40% 0.48 0.296 1.855 0.16 8.60 5.95 1.760 11.042 18 0.0500 HDPE 62.4 896.76 893.64 901.00 48 R-4342 4.24MH 55 FES 56 0 0 0.000 4.384 0% 0.20 0.000 1.855 0.07 8.67 5.94 0.000 11.009 24 0.0025 RCP 25.4 891.06 891.00 898.50 60 R-1642 7.44891.00 Q [CFS]MH/CB AREA [AC] TIME OF CONC. [MIN]AREA [SF] A*C March 14, 2016 HGTS Project Number: 16-0057 Mr. Jon Connolly Gonyea Homes 1000 Boone Avenue North, Suite 400 Golden Valley, MN 55427 Re: Preliminary Geotechnical Exploration Report, Proposed Wilson Nursery Residential Development, 9150 Great Plains Boulevard, Chanhassen, Minnesota Dear Mr. Connolly: We have completed the preliminary geotechnical exploration report for the proposed Wilson Nursery residential development along Great Plains Boulevard in Chanhassen, Minnesota. The purpose of this geotechnical exploration was to characterize subsurface soil and ground water conditions and provide recommendations for site development. Most of the borings generally encountered about 1 to 2 feet topsoil overlying native clayey glacial till soils that extended to the termination depths of the borings. Borings SB-3, SB-6 and SB-7 encountered about 1 ½ to 7 feet of fill over about 2 ½ to 3 feet of buried topsoil underlain by about 2 to 3 feet of soft clays. Below the fill, buried topsoil and soft clays the borings also encountered native clayey glacial till soils that extended to termination depths of the borings. Groundwater was not encountered in the borings while drilling and sampling or after removing the augers from the boreholes to cave-in depths of 11 to 17 feet. The fill, topsoil and soft clay soils are not suitable for foundation support and corrections to remove these materials from within the building, roadway and oversize areas will be required. Based on the soil borings most of the corrections are anticipated to be on the order of 1 to 2 feet but at borings SB-3, SB-6 and SB-7 the corrections are anticipated to extend to depths of about 7 to 12 feet. The underlying native medium to stiff and medium dense clayey glacial till soils appear to be generally suitable for foundation support. Specific details regarding our procedures, results and recommendations follow in the attached geotechnical exploration report. Thank you for the opportunity to assist you on this project. If you have any questions or need additional information please contact Paul Gionfriddo at 763-954-1101 or John Carlson at 612-979-3542. Sincerely, HAUGO GEOTECHNICAL SERVICES, LLC Paul S. Gionfriddo P.E. John T. Carlson, P.E. Consulting Engineer Senior Engineer Copy: Mark Rausch, Alliant Engineering PRELIMINARY GEOTECHNICAL EXPLORATION REPORT PROJECT: Proposed Wilson Nursery Residential Development 9150 Great Plains Boulevard Chanhassen, Minnesota PREPARED FOR: Gonyea Homes 1000 Boone Avenue North, Suite 400 Golden Valley, MN 55427 PREPARED BY: Haugo GeoTechnical Services 2825 Cedar Avenue South Minneapolis, MN 55407 Haugo GeoTechnical Services Project: 16-0057 March 14, 2016 I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota. John T. Carlson, P.E. Project Engineer License Number 20663 Expires June, 2016 Table of Contents 1.0 INTRODUCTION 1 1.1 Project Description 1 1.2 Purpose 1 1.3 Site Description 1 1.4 Scope of Services 1 1.5 Documents Provided 2 1.6 Locations and Elevations 2 2.0 FIELD PROCEDURES 2 3.0 RESULTS 3 3.1 Soil Conditions 3 3.2 Groundwater 3 3.3 Laboratory Tests 4 3.4 OSHA Soil Classification 4 4.0 DISCUSSION AND RECOMMENDATIONS 4 4.1 Proposed Construction 4 4.2 Discussion 5 4.3 Mass Grading Recommendations 5 4.4 Dewatering 7 4.5 Interior Slabs 7 4.6 Below Grade Walls 7 4.7 Exterior Slabs 8 4.8 Site Grading and Drainage 9 4.9 Utilities 9 4.10 Bituminous Pavements 9 4.11 Infiltration Basin 10 5.0 CONSTRUCTION CONSIDERATIONS 11 5.1 Excavation 11 5.2 Observations 11 5.3 Backfill and Fills 11 5.4 Testing 11 5.5 Winter Construction 11 6.0 PROCEDURES 12 6.1 Soil Classification 12 6.2 Groundwater Observations 12 7.0 GENERAL 12 7.1 Subsurface Variations 12 7.2 Review of Design 13 7.3 Groundwater Fluctuations 13 7.4 Use of Report 13 7.5 Level of Care 13 APPENDIX 1 Soil Boring Location Sketch, Figure 1 GPS Boring Locations, Figure 2 Soil Boring Logs, SB-1 thru SB-10 Descriptive Terminology 1 1.0 INTRODUCTION 1.1 Project Description Gonyea Homes is proposing to develop the approximate 40 acre Wilson Nursery Site at 9150 Great Plains Boulevard in Chanhassen, Minnesota. Development plans include constructing about 45 single family homes along with the associated streets, underground utilities and storm water management areas. 1.2 Purpose Gonyea retained HGTS to perform a geotechnical exploration to evaluate the suitability of soil conditions to support the anticipated residential structures and provide recommendation for site development. 1.3 Site Description The project site is the Wilson Nursery property and is generally located south of Lyman Boulevard, east of U.S. Highway 212 and west of Great Plains Boulevard in Chanhassen, Minnesota. The property is an L-shaped parcel that is about 39 acres in size and contains a house, barn and nursery stock in the northern portion of the property. The southern portion of the property is mostly wooded with a few open grassy areas. The site topography is gently rolling to hilly and generally slopes to the west and south. Ground surface elevations at our boring locations ranged from about 896 to 933 feet mean sea level (MSL). 1.4 Scope of Services Our services were performed in accordance with the Haugo GeoTechnical Services LLC proposal 16-0057 which was dated January 27, 2016. Our scope of services was performed under the terms of our General Conditions and limited to the following tasks:  Completing ten (10) standard penetration test borings extending each to nominal depths of 20 feet.  Obtaining GPS coordinates and elevations at the soil boring locations.  Visually/manually classifying the samples recovered from the soil borings.  Performing laboratory tests on selected samples.  Preparing soil boring logs describing the materials encountered and the results of groundwater level measurements.  Preparing an engineering report describing soil and groundwater conditions, and providing recommendations for site development. 2 1.5 Documents Provided We were provided a concept plan titled “WILSON TREE FARM + ADJ. PROP. CONCEPT E” which was dated February 10, 2016 and prepared by Alliant Engineering. The concept plan showed the proposed development superimposed on an aerial photograph of the property. Site data was also provided on the concept plan. 1.6 Locations and Elevations The soil boring locations were selected by HGTS based on access and the proposed development areas. Ground surface elevations at the boring locations were obtained by HGTS using GPS measuring equipment. The GPS measurements were based on the MN County Coordinate System (Carver County) in US Survey Feet using the GEOID09 (Conus) model. The approximate location of the soil borings are shown on Figure 1, “Soil Boring Location Sketch”, in the Appendix. 2.0 FIELD PROCEDURES The 10 standard penetration test borings were advanced on March 1 and 2, 2016 by HGTS with a rotary drilling rig, using continuous flight augers to advance the boreholes. Representative samples were obtained from the borings, using the split-barrel sampling procedures in general accordance with ASTM Specification D-1586. In the split-barrel sampling procedure, a 2-inch O.D. split-barrel spoon is driven into the ground with a 140-pound hammer falling 30 inches. The number of blows required to drive the sampling spoon the last 12 inches of an 18-inch penetration is recorded as the standard penetration resistance value, or "N" value. The results of the standard penetration tests are indicated on the boring log. The samples were sealed in containers and provided to the HGTS office for testing and soil classification. A field log of each boring was prepared by the HGTS drill crew. The logs contained visual classifications of the soil materials encountered during drilling, as well as the driller's interpretation of the subsurface conditions between samples and water observation notes. The final boring logs included with this report represent an interpretation of the field logs and include modifications based on visual/manual method observation of the samples. The soil boring logs, general terminology for soil description and identification, and classification of soils for engineering purposes are also included in the appendix. The soil boring logs identify and describe the materials encountered, the relative density or consistency based on the Standard Penetration resistance (N-value, “blows per foot”) and groundwater observations. The strata changes were inferred from the changes in the samples and auger cuttings. The depths shown as changes between strata are only approximate. The changes are likely transitions, variations can occur beyond the location of the boring. 3 3.0 RESULTS 3.1 Soil Conditions Most of the borings generally encountered about 1 to 2 feet topsoil overlying native clayey glacial till soils that extended to the termination depths of the borings. The topsoil predominantly consisted of sandy lean clay that contained some roots and was black in color. Borings SB-3, SB-6 and SB-7 encountered about 1 ½ to 7 feet of fill over about 2 ½ to 3 feet of buried clayey or sandy topsoil. The Fill included a variety of soil types including silty sand, clayey sand and sandy lean clay. Most of the fill was dark brown to black in color and bituminous was encountered at a depth of about 5 feet in boring SB-7. Below the Fill and/or topsoil the borings encountered native clayey glacial till soils that extended to termination depths of the borings. The native glacial till soils consist predominantly consisted of sandy lean clay and clayey sand with lesser amounts of silty sand. Penetration resistance values (N-Values), shown as blows per foot (bpf) on the boring log, within the glacial till soils ranged from 4 to 21 bpf. These values indicate the glacial till soils to be generally medium to very stiff in consistency or in a medium dense density with upper soft areas encountered at borings SB-3, SB-6 and SB-7. An N-Value greater than 50 bpf was recorded at a depth of about 20 feet in boring SB-8 which was likely due to gravel, cobbles or boulders with the soil. 3.2 Groundwater Groundwater was not encountered in the soil borings while drilling and sampling or after removing the augers from the boreholes to cave-in depths of 11 to 17 feet. It appears that groundwater levels were below the depths explored. However, given the cohesive nature of the soil encountered, it is likely that insufficient time was available for groundwater to seep into the boring(s) and rise to its hydrostatic level. Groundwater levels could be higher. In addition the sandy lean clay glacial till can contain sand seams or sand layers and ground water can be encountered within them. These sand seams or layers, if any, may not become apparent until construction. The water level of the pond to the south and Lake Riley to the east of the site is about 875 feet. The water level of the large wetland to the northwest of the site is about 885 feet. Groundwater measurements were made as noted and shown on the boring logs. Groundwater monitoring wells or piezometers would be required to more accurately determine water levels. Seasonal and annual fluctuations in the groundwater levels should be expected. 4 3.3 Laboratory Tests Laboratory moisture content tests were performed on selected samples recovered from the soil borings. Moisture contents ranged from about 10 ½ to 30 ½ percent indicating the soils are likely near to above their optimum moisture content. Table 1 below summarizes the results of the laboratory tests. Results of the laboratory moisture content tests are also shown on the boring logs adjacent to the sample tested. Table 1. Summary of Laboratory Tests Boring Number Sample Number Depth (feet) Moisture Content (%)* SB-1 S-3 5 15 ½ SB-2 S-10 2 ½ 15 ½ SB-3 S-19 5 18 SB-3 S-21 10 25 SB-5 S-36 7 ½ 10 ½ SB-6 S-43 5 30 ½ SB-6 S-46 12 ½ 20 ½ SB-7 S-53 10 20 ½ SB-8 S-58 2 ½ 20 ½ SB-9 S-68 7 ½ 18 ½ SB-10 S-75 5 17 *Moisture contents were rounded to the nearest ½ percent 3.4 OSHA Soil Classification The soils encountered in the borings primarily consisted of clayey soils corresponding to the ASTM Classification CL or SC. The clayey soils identified in the borings will be Type B soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. Silty sand soils were also encountered in the borings which correspond to the ASTM Classification SM. The silty sand identified in the borings will be Type C soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 Proposed Construction Final grading or construction plans for the development were not available at the time of this report. We understand the project will consist of preparing about 45 house pads and the associated streets, underground utilities and storm water management areas (ponds/infiltration basins). 5 We anticipate that the new homes will be full-basement, full basement walkout, walkout or lookout styles and will include one or two stories above grade. The new homes will likely consist of cast-in-place concrete or masonry block foundation walls supported on concrete spread footings. We anticipate above grade construction to consist of wood framing, a pitched roof and asphalt shingles. Based on the assumed construction we estimate wall loadings will range from about 1 to 2 kips (1,000 to 2,000 pounds) per lineal foot and column loads, if any, will be less than 50 kips (50,000 pounds). 4.2 Discussion Most of the borings generally encountered about 1 to 2 feet topsoil overlying native clayey glacial till soils that extended to the termination depths of the borings. Borings SB-3, SB-6 and SB-7 encountered about 1 ½ to 7 feet of fill over about 2 ½ to 3 feet of buried topsoil underlain by about 2 to 3 feet of soft clays. Below the fill, buried topsoil and soft clays the borings also encountered native clayey glacial till soils that extended to termination depths of the borings. Groundwater was not encountered in the borings while drilling and sampling or after removing the augers from the boreholes to cave-in depths of 11 to 17 feet. The vegetation, fill, topsoil and soft or very loose soils are not suitable for foundation support and corrections to remove these materials from within the building and oversize areas will be required. Based on the soil borings most of the corrections are anticipated to be on the order of 1 to 2 feet but at borings SB-3, SB-6 and SB-7 the corrections are anticipated to extend to depths of about 7 to 12 feet. The underlying medium to stiff or medium dense native glacial till soils appear generally suitable for foundation support. Groundwater was not encountered in the borings while drilling and sampling or after removing the augers from the boreholes to cave-in depths of 11 to 17 feet. We do not anticipate that groundwater will be encountered during construction. 4.3 Mass Grading Recommendations Excavation We recommend that all vegetation, topsoil, existing fill soils, buried topsoil and any soft or loose soil be removed from the proposed house and oversize areas. We anticipate that the existing structures on the property will be demolished for the proposed development. We recommend that any building remnants or debris associated with any existing or former structure(s) including footings, foundation walls, floor slabs and utilities be removed from within the building and oversize areas. Table 2 below summarizes the anticipated excavation depths at the boring locations. Excavation depths may vary and could be deeper. 6 Table 2. Anticipated Mass Grading Excavation Depths Boring Number Measured Surface Elevation (feet) Anticipated Excavation Depth (feet)* Anticipated Excavation Elevation (feet)* SB-1 921.6 1 920 ½ SB-2 911.0 1 910 SB-3 915.8 Pond Area - SB-4 896.1 2 894 SB-5 899.1 Pond Area - SB-6 893.1 7 886 SB-7 896.5 12 884 ½ SB-8 901.7 1 900 ½ SB-9 918.5 1 917 ½ SB-10 933.3 1 932 ½ *Excavation depths and elevation were rounded to the nearest ½ foot. Oversizing Where excavations for soil corrections extend below the proposed footing or house pad elevations oversizing (widening) of the excavations will be required. This oversizing is required to provide lateral support of the replacement backfill and the structural loads it will support. We recommend oversizing (widening) the excavation 1 foot horizontally beyond the outer edges of the perimeter house pads for each foot the excavation extends below the bottom of the desired pad elevation (1H:1V oversizing). Soil Backfill Fill required to attain site grades and may consist of any debris-free, non- organic mineral soil. Based on the soil borings, the on-site native glacial till soils identified as sandy lean clay, clayey sand and silty sand appear generally suitable for re- use as fill or backfill provided it is free of organic material or other deleterious material. Some moisture conditioning (drying or wetting) of these soils will likely be required to meet the recommended compaction levels. The topsoil and buried topsoil, including soils that are black in color, are not suitable for re-use as fill or backfill. It may be possible to re-use these materials in “green areas” on the site such as landscaping berms. Compaction We recommend that backfill placed to attain site grades be compacted to a minimum of 95 percent of its standard Proctor density (ASTM D 698). All fill soils should be placed within 3 percentage points above and 1 percentage point below its optimum moisture content as determined by the standard Proctor. All fill should be placed in thin lifts and be compacted with a large self-propelled vibratory compactor operating in vibratory mode. In areas where fill depths will exceed 10 feet we recommend that compaction levels be increased to minimum of 100 percent of the materials standard Proctor density. Even with the increased compaction levels a construction delay may be appropriate to allow for post construction settlement of the fill mass. Fill and backfill placed on slopes, if any, must be “benched” into the underlying suitable soil to reduce the potential for slip planes to develop between the fill and underlying 7 soil. We recommend “benching” or excavating into the slope at 2 feet vertical intervals to key the fill into the slope. We recommend each bench be a minimum of 5 feet wide. Foundations We recommend the perimeter footings bear a minimum of 42 inches below the exterior grade for frost protection. Interior footings may be placed immediately below the slab provided construction does not occur during below freezing weather conditions. Foundation elements in unheated areas should bear at least 5 feet below exterior grade for frost protection. We anticipate the foundations and floor slabs will bear on compacted engineered fill or native clayey soils (sandy lean clay or clayey sand). With the building pads prepared as recommended it is our opinion the footings can be designed for a net allowable bearing pressure up to 2,000 pounds per square foot (psf). We anticipate total and differential settlement of the foundations will be less than 1 inch and ½ inch, respectively. 4.4 Dewatering Groundwater was not encountered in the soil borings and we do not anticipate that dewatering will be required. 4.5 Interior Slabs If floor coverings or coatings less permeable than the concrete slab will be used, we recommend that a vapor retarder or vapor barrier be placed immediately beneath the slab. Some contractors prefer to bury the vapor barrier or vapor retarder beneath a layer of sand to reduce curling and shrinkage, but this practice often traps water between the slab and vapor retarder or barrier. Regardless of where the vapor retarder or vapor barrier is placed, we recommend consulting the floor covering manufacturer regarding the appropriate type, use and installation of the vapor retarder or vapor barrier to preserve the warranty. We recommend following all state and local building codes in regards to a radon mitigation plan beneath interior slabs. 4.6 Below Grade Walls Full basement, walkout and lookout style homes will likely have foundation walls or below grade (partial basement) walls that will have lateral loads from the surrounding soil transmitted to them. Site soil consisted predominantly of clayey/cohesive soils. We recommend general waterproofing of the below grade walls because of the potential cost impacts related to seepage after construction. We recommend installing drain tile behind the below grade walls, adjacent to the wall footing and below the slab elevation. Preferably the drain tile should consist of perforated pipe embedded in gravel. A geotextile filter fabric should encase the pipe and gravel. The drain tile should be routed to a storm sewer, sump pump or other suitable discharge site. 8 Unless a drainage composite is placed against the backs of the exterior perimeter below- grade walls we recommend that backfill placed within 2 feet of the walls consist of sand having less than 50 percent of the particles by weight passing the #40 sieve and less than 5 percent of the particles by weight passing the #200 sieve. We recommend the balance of the backfill for the walls consist of sand however the sand may contain up to 20 percent of the particles by weight passing the #200 sieve. Foundation walls or below grade (basement) walls will have lateral loads from the surrounding soil transmitted to them. Active earth pressures can be used to design the below grade walls if the walls are allowed to rotate slightly. If wall rotation cannot be tolerated then below grade wall design should be based on at-rest earth pressures. We recommend the following soil parameters be used for below grade/retaining wall design, shown in Table 3. These design parameters are based on the assumptions that the walls are drained, there are no surcharge loads within a horizontal distance equal to the height of the wall and the backfill is level. Table 3. Soil Parameters Soil Type Estimated Unit Weight (pcf) Estimated Friction Angle (degrees) At-Rest Pressure (pcf) Active Soil Pressure (pcf) Passive Soil Pressure (pcf) Clay 135 28 70 50 375 Sand 125 32 60 40 405 Resistance to lateral earth pressures will be provided by passive resistance against the wall footings and by sliding resistance along the bottom of the wall footings. We recommend a sliding coefficient of 0.35. This value does not include a factor of safety. 4.7 Exterior Slabs Exterior slabs will likely be underlain by clayey soils which are considered moderately frost susceptible. If these soils become saturated and freeze, significant heave may occur. This heave can be a nuisance in front of doors and at other critical grade areas. One way to help reduce the potential for heaving is to remove the frost-susceptible soils below the slabs down to bottom of footing grades, and replace them with non-frost-susceptible backfill consisting of sand having less than 5 percent of the particles by weight passing the number 200 sieve. If this approach is used and the excavation bottoms terminate in non-free draining granular soil we recommend a drain tile be installed along the bottom outer edges of the excavation to collect and remove any water that may accumulate within the sand. The bottom of the excavation should be graded away from the building. If the banks of the excavations to remove the frost-susceptible soils are not sloped, abrupt transitions between the frost-susceptible and non-frost-susceptible backfill will exist along which unfavorable amounts of differential heaving may occur. Such transitions could exist between exterior slabs and sidewalks, between exterior slabs and pavements and along the slabs themselves if the excavations are confined to only the building entrances. To address this issue we recommend sloping the excavations to remove frost-susceptible soils at a minimum 3:1 (horizontal: vertical) gradient. 9 An alternative method of reducing frost heave is to place a minimum of 2 inches of extruded polystyrene foam insulation beneath the slabs and extending it about 4 feet beyond the slabs. The insulation will reduce frost penetration into the underlying soil and reduce heave. Six to 12 inches of granular soil is typically placed over the insulation to protect it during construction. Another alternative for reducing frost heave is to support the slabs on frost depth footings. A void space of at least 4 inches should be provided between the slab and the underlying soil to allow the soil to heave without affecting the slabs. 4.8 Site Grading and Drainage We recommend the site be graded to provide positive run-off away from the proposed houses. We recommend landscaped areas be sloped a minimum of 6 inches within 10 feet of the house and slabs be sloped a minimum of 2 inches. In addition we recommend downspouts with long splash blocks or extensions for each house. We recommend the lowest floor grades be constructed to maintain at least a 2-foot separation between the lowest floor slab and 100 year flood levels of any adjacent water features such as wetlands, ponds or infiltration basins. 4.9 Utilities We anticipate that the utilities will be supported on native the glacial till soils which in our opinion are suitable for pipe support. We recommend removing all existing fill, topsoil, buried topsoil, soft or loose or other unsuitable soil, if encountered, beneath utilities prior to placement. We recommend bedding material be thoroughly compacted around the pipes. We recommend trench backfill above the pipes be compacted to a minimum of 95 percent beneath slabs and pavements, the exception being within 3 feet of the proposed pavement subgrade, where 100 percent of standard Proctor density is required. In landscaped areas we recommend a minimum compaction of 90 percent. 4.10 Bituminous Pavements We anticipate that the bituminous pavements will be constructed in accordance with the City of Chanhassen standard plates which include a sand subbase. The following paragraphs provide pavement recommendations in the absence of City of Chanhassen standard plates. We recommend removing all vegetation, topsoil, or other unsuitable materials from within the pavement subgrade. Backfill, if needed, to attain pavement subgrade elevation can consist of any mineral soil provided it is free of organic material or other deleterious materials. We recommend compacting the backfill at moisture contents within a range of 1 percentage point below and 3 percentage points above its optimum moisture content. The upper 3 feet of fill and backfill should be compacted to a minimum of 100 percent of its standard Proctor maximum dry density. 10 The new pavements will be constructed with a drained sand sub-base below the aggregate base course. We recommend using sand with less than 12% passing the #200 sieve, such as MN/DOT 3149.2B2 (Select Granular Borrow). We recommend the sub- base extend beneath the curbs and to 2 feet beyond the outside edges of the curbs for frost and drainage uniformity. Sand layers outside the curbs should be capped with slow draining soil to reduce surface water infiltration. We recommend drainpipes (finger drains) be installed in the sand sub-base to remove infiltrating water. The finger drains should be connected to the catch basins. The slope of the bottom of the sub-cut should be such that water is directed to the drainage areas. The sub-cut bottom should not include depressions that can act as reservoirs for water collection. We recommend aggregate base meeting MN/DOT specification 3138 for Class 5 aggregate base. We recommend the aggregate base be compacted to 100 percent of its maximum standard Proctor dry density. We recommend that the bituminous wear and base courses meet the requirement of MN/DOT specification 2360. We recommend the bituminous pavements be compacted to at least 92% of the maximum theoretical density. The streets/roadways will include concrete curb and gutter. We recommend specifying concrete that has a minimum 28 day compressive strength of 3,900 psi. We recommend specifying 5 to 8 percent entrained air for exposed concrete to provide resistance to freeze-thaw deterioration. We recommend slump, air content and compressive strength test of Portland cement concrete. 4.11 Infiltration Basin Soil borings SB-3 and SB-5 were performed in the proposed storm water management areas (ponds/infiltration basins). These borings encountered about 1 to 5 feet of topsoil or clayey fill/buried topsoil overlying native clayey/cohesive glacial till soils. We were not provided any information regarding pond depths but anticipate the bottoms of the ponds will bear about 5 to 10 feet below existing site grades. We recommend using the infiltration rates presented in Table 1 below, which were obtained from Table 12.BIO.8 of the “Minnesota Storm Water Manual”, Revised December 16, 2013, for infiltration basin design. Table 1. Design Infiltration Rates In-situ soils Soil Description Design Infiltration Rate (in/hr) SM Silty Sand 0.45 SC Clayey Sand 0.2 CL Sandy Lean Clay 0.06 11 Field tests (double ring infiltrometer) can be performed within the proposed infiltration basin area to verify infiltration rates of the in-situ soils. We would be pleased to provide these services if required or requested. 5.0 CONSTRUCTION CONSIDERATIONS 5.1 Excavation The borings indicated that at the anticipated excavation depths the sand soils in the sidewalls of the excavations will be primarily Type B soil under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. Temporary excavations in Type C soils should be constructed at a minimum of 1 foot horizontal to every 1 foot vertical. Slopes constructed in this manner may still exhibit surface sloughing. If site constraints do not allow the construction of slopes with these dimensions then temporary shoring may be required. 5.2 Observations A geotechnical engineer should observe the excavation subgrade to evaluate if the subgrade soils are similar to those encountered in the borings and adequate to support the proposed construction. 5.3 Backfill and Fills The native glacial till soils appear to be above their assumed optimum moisture contents. Some moisture conditioning (drying) of these soils may be required, depending, in part on seasonal factors, to achieve the recommended compaction. We recommend that fill and backfill be placed in lifts not exceeding 4 to 12 inches, depending on the size of the compactor and materials used. 5.4 Testing We recommend density tests of backfill and fills placed for the new house pads. Samples of the proposed materials should be submitted to our laboratory prior to placement for evaluation of their suitability and to determine their optimum moisture content and maximum dry density (Standard Proctor). 5.5 Winter Construction If site grading and construction is anticipated to proceed during cold weather, all snow and ice should be removed from cut and fill areas prior to additional grading and placement of fill. No fill should be placed on frozen soil and no frozen soil should be used as fill or backfill. Concrete delivered to the site should meet the temperature requirements of ASTM and/or ACI. Concrete should not be placed on frozen soil. Concrete should be 12 protected from freezing until the necessary strength is obtained. Frost should not be permitted to penetrate below the footings. 6.0 PROCEDURES 6.1 Soil Classification The drill crew chief visually and manually classified the soils encountered in the borings in general accordance with ASTM D 2488, “Description and Identification of Soils (Visual-Manual Procedure)”. Soil terminology notes are included in the Appendix. The samples were returned to our laboratory for review of the field classification by a soils engineer. Samples will be retained for a period of 30 days. 6.2 Groundwater Observations Immediately after taking the final samples in the bottom of the borings, the holes were checked for the presence of groundwater. Immediately after removing the augers from the borehole the holes were once again checked and the depth to water and cave-in depths were noted. 7.0 GENERAL 7.1 Subsurface Variations The analyses and recommendations presented in this report are based on data obtained from a limited number of soil borings. Variations can occur away from the borings, the nature of which may not become apparent until additional exploration work is completed or construction is conducted. A reevaluation of the recommendations in this report should be made after performing on-site observations during construction to note the characteristics of any variations. The variations may result in additional foundation costs and it is suggested that a contingency be provided for this purpose. It is recommended that we be retained to perform the observation and testing program during construction to evaluate whether the design is as expected, if any design changes have affected the validity of our recommendations, and if our recommendations have been correctly interpreted and implemented in the designs, specifications and construction methods. This will allow correlation of the soil conditions encountered during construction to the soil borings and will provide continuity of professional responsibility. 13 7.2 Review of Design This report is based on the design of the proposed development as related to us for preparation of this report. It is recommended that we be retained to review the geotechnical aspects of the design and specifications. With the review we will evaluate whether any changes have affected the validity of the recommendations and whether our recommendations have been correctly interpreted and implemented in the design and specifications. 7.3 Groundwater Fluctuations We made water level measurements in the borings at the times and under the conditions stated on the boring logs. The data was interpreted in the text of this report. The period of observation was relatively short and fluctuations in the groundwater level may occur due to rainfall, flooding, irrigation, spring thaw, drainage, and other seasonal and annual factors not evident at the time the observations were made. Design drawings and specifications and construction planning should recognize the possibility of fluctuations. 7.4 Use of Report This report is for the exclusive use of Gonyea Homes & Remodeling and their design team to use to design the proposed structure and prepare construction documents. In the absence of our written approval, we make no representation and assume no responsibility to other parties regarding this report. The data, analysis and recommendations may not be appropriate for other structures or purposes. We recommend that parties contemplating other structures or purposes contact us. 7.5 Level of Care Haugo GeoTechnical Services, LLC has used the degree of skill and care ordinarily exercised under similar circumstance by members of the profession currently practicing in this locality. No warranty expressed or implied is made. APPENDIX = Approximate Soil Boring Location SB-1 SB-3 SB-4 SB-2 Haugo GeoTechnical Services. 2825 Cedar Avenue S. Minneapolis, MN 55407 Figure #: 1 Drawn By: RD Date: 3/7/16 Scale: None Project #: 16-0057 Soil Boring Location Sketch 9150 Great Plains Blvd Chanhassen, Minnesota SB-5 SB-8 SB-7 SB-9 SB-10 SB-6 HGTS# 16-0057 Figure 2: GPS Boring Locations Referencing Minnesota County Coordinates Basis – Carver County (GEOID09 Conus model). Boring Number Elevation (US Survey Feet) Northing Coordinate Easting Coordinate SB-1 921.61 172144.56 558957.97 SB-2 911.05 172431.90 558778.41 SB-3 915.76 172403.54 558952.04 SB-4 896.10 172476.48 558577.12 SB-5 899.12 172140.88 558195.84 SB-6 893.11 172355.02 558535.52 SB-7 896.47 172342.75 558664.28 SB-8 901.74 172170.82 558423.03 SB-9 918.53 171988.09 558298.23 SB-10 933.32 171706.59 558300.35 Sandy Lean Clay, dark brown, moist to wet. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown with rust staining, moist to wet, rather stiff to very stiff.(Glacial Till) Bottom of borehole at 21.0 feet. AU 1 SS2 SS3 SS4 SS5 SS6 SS 7 SS8 4-5-5(10) 4-6-7(13) 6-7-9(16) 3-6-7(13) 4-6-7(13) 4-8-8 (16) 3-9-9(18) NOTES GROUND ELEVATION 921.6 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 3/1/16 COMPLETED 3/1/16 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered at Cave-In Depth of 14 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DE P T H (f t ) 0 5 10 15 20 GR A P H I C LO G MATERIAL DESCRIPTION SA M P L E T Y P E NU M B E R RE C O V E R Y % (R Q D ) BL O W CO U N T S (N V A L U E ) PO C K E T P E N . (t s f ) DR Y U N I T W T . (p c f ) SPT N VALUE 20 40 60 80 PAGE 1 OF 1 BORING NUMBER SB-1 CLIENT Gonyea Homes PROJECT NUMBER 16-0057 PROJECT NAME Wilson Nursery PROJECT LOCATION Chanhassen, MN GE O T E C H B H P L O T S - G I N T S T D U S L A B . G D T - 3 / 1 4 / 1 6 1 2 : 5 4 - C : \ U S E R S \ P U B L I C \ D O C U M E N T S \ B E N T L E Y \ G I N T \ P R O J E C T S \ 1 6 - 0 0 5 7 W I L S O N N U R S E R Y . G P J Haugo GTS 2825 Cedar Ave S Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Roots, dark brown, wet. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, with Poorly Graded Sandseam at about 15 feet, brown with rust staining, moist to wet,medium to very stiff. (Glacial Till) Bottom of borehole at 21.0 feet. AU 9 SS10 SS11 SS12 SS13 SS14 SS 15 SS16 3-3-5(8) 5-6-7(13) 6-9-11(20) 4-8-9(17) 4-9-9(18) 4-7-8 (15) 9-9-10(19) NOTES GROUND ELEVATION 911 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 3/1/16 COMPLETED 3/1/16 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered at Cave-In Depth of 16 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DE P T H (f t ) 0 5 10 15 20 GR A P H I C LO G MATERIAL DESCRIPTION SA M P L E T Y P E NU M B E R RE C O V E R Y % (R Q D ) BL O W CO U N T S (N V A L U E ) PO C K E T P E N . (t s f ) DR Y U N I T W T . (p c f ) SPT N VALUE 20 40 60 80 PAGE 1 OF 1 BORING NUMBER SB-2 CLIENT Gonyea Homes PROJECT NUMBER 16-0057 PROJECT NAME Wilson Nursery PROJECT LOCATION Chanhassen, MN GE O T E C H B H P L O T S - G I N T S T D U S L A B . G D T - 3 / 1 4 / 1 6 1 2 : 5 5 - C : \ U S E R S \ P U B L I C \ D O C U M E N T S \ B E N T L E Y \ G I N T \ P R O J E C T S \ 1 6 - 0 0 5 7 W I L S O N N U R S E R Y . G P J Haugo GTS 2825 Cedar Ave S Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, with Gravel, brown and grey, moist to wet. (FILL) Silty Sand, trace Roots and Fibers, black, moist. (Buried Topsoil) (SC) Clayey Sand, grey, moist to wet, very loose. (Glacial Till) (CL) Sandy Lean Clay, trace Roots, light grey with rust staining atabout 10 feet, wet, rather stiff. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, brown with rust staining, moist to wet, stiff to very stiff. (Glacial Outwash) Bottom of borehole at 21.0 feet. AU 17 SS18 SS19 SS20 SS21 SS22 SS 23 SS24 2-3-2(5) 1-2-2(4) 2-4-5(9) 2-4-5(9) 3-6-8(14) 3-9-10 (19) 6-8-10(18) NOTES GROUND ELEVATION 915.8 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 3/1/16 COMPLETED 3/1/16 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered at Cave-In Depth of 14 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DE P T H (f t ) 0 5 10 15 20 GR A P H I C LO G MATERIAL DESCRIPTION SA M P L E T Y P E NU M B E R RE C O V E R Y % (R Q D ) BL O W CO U N T S (N V A L U E ) PO C K E T P E N . (t s f ) DR Y U N I T W T . (p c f ) SPT N VALUE 20 40 60 80 PAGE 1 OF 1 BORING NUMBER SB-3 CLIENT Gonyea Homes PROJECT NUMBER 16-0057 PROJECT NAME Wilson Nursery PROJECT LOCATION Chanhassen, MN GE O T E C H B H P L O T S - G I N T S T D U S L A B . G D T - 3 / 1 4 / 1 6 1 2 : 5 5 - C : \ U S E R S \ P U B L I C \ D O C U M E N T S \ B E N T L E Y \ G I N T \ P R O J E C T S \ 1 6 - 0 0 5 7 W I L S O N N U R S E R Y . G P J Haugo GTS 2825 Cedar Ave S Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 5 inches of Aggregate Base. Sandy Lean Clay, trace Roots, black. (Buried Topsoil) (CL) Sandy Lean Clay, trace Gravel, light grey with rust staining,moist to wet, rather stiff. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, brown, moist to wet, ratherstiff to very stiff. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, grey, moist to wet, very stiff.(Glacial Till) Bottom of borehole at 21.0 feet. AU 25 SS26 SS27 SS28 SS29 SS30 SS 31 SS32 3-4-6(10) 3-4-5(9) 3-6-9(15) 4-6-6(12) 7-8-8(16) 4-10-9 (19) 5-7-11(18) NOTES GROUND ELEVATION 896.1 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 3/1/16 COMPLETED 3/1/16 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered at Cave-In Depth of 12 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DE P T H (f t ) 0 5 10 15 20 GR A P H I C LO G MATERIAL DESCRIPTION SA M P L E T Y P E NU M B E R RE C O V E R Y % (R Q D ) BL O W CO U N T S (N V A L U E ) PO C K E T P E N . (t s f ) DR Y U N I T W T . (p c f ) SPT N VALUE 20 40 60 80 PAGE 1 OF 1 BORING NUMBER SB-4 CLIENT Gonyea Homes PROJECT NUMBER 16-0057 PROJECT NAME Wilson Nursery PROJECT LOCATION Chanhassen, MN GE O T E C H B H P L O T S - G I N T S T D U S L A B . G D T - 3 / 1 4 / 1 6 1 2 : 5 5 - C : \ U S E R S \ P U B L I C \ D O C U M E N T S \ B E N T L E Y \ G I N T \ P R O J E C T S \ 1 6 - 0 0 5 7 W I L S O N N U R S E R Y . G P J Haugo GTS 2825 Cedar Ave S Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Roots, black, wet. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, moist, very stiff. (Glacial Till) (SC-SM) Silty Clayey Sand, trace Gravel, brown, moist, mediumdense. (Glacial Till) (SM) Silty Sand, mostly fine to medium grained, trace Gravel,brown, moist, medium dense. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, brown, moist, stiff to very stiff. (Glacial Till) Bottom of borehole at 21.0 feet. AU 33 SS34 SS35 SS36 SS37 SS38 SS 39 SS40 5-9-9(18) 5-7-8(15) 10-10-9(19) 4-5-9(14) 7-7-10(17) 4-6-9 (15) 8-8-8(16) NOTES GROUND ELEVATION 899.1 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 3/1/16 COMPLETED 3/1/16 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered at Cave-In Depth of 16 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DE P T H (f t ) 0 5 10 15 20 GR A P H I C LO G MATERIAL DESCRIPTION SA M P L E T Y P E NU M B E R RE C O V E R Y % (R Q D ) BL O W CO U N T S (N V A L U E ) PO C K E T P E N . (t s f ) DR Y U N I T W T . (p c f ) SPT N VALUE 20 40 60 80 PAGE 1 OF 1 BORING NUMBER SB-5 CLIENT Gonyea Homes PROJECT NUMBER 16-0057 PROJECT NAME Wilson Nursery PROJECT LOCATION Chanhassen, MN GE O T E C H B H P L O T S - G I N T S T D U S L A B . G D T - 3 / 1 4 / 1 6 1 2 : 5 5 - C : \ U S E R S \ P U B L I C \ D O C U M E N T S \ B E N T L E Y \ G I N T \ P R O J E C T S \ 1 6 - 0 0 5 7 W I L S O N N U R S E R Y . G P J Haugo GTS 2825 Cedar Ave S Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 4 inches of Aggregate Base. Mixed FIll: Poorly Graded Sand and Clayey Sand, with Gravel,black to brown and grey, moist. (FILL) Sandy Lean Clay, trace Roots and Fibers, black, wet.(Buried Topsoil) (CL) Sandy Lean Clay, trace Fibers at about 5 feet, trace Gravel,grey, moist to wet, rather soft to rather stiff. (Glacial Till) (SC) Clayey Sand, trace Gravel, greyish brown, moist to wet,medium dense. (Glacial Till) Bottom of borehole at 21.0 feet. AU 41 SS42 SS43 SS44 SS45 SS46 SS 47 SS48 2-2-3(5) 2-2-3(5) 2-3-3(6) 3-4-4(8) 2-3-4(7) 3-4-5 (9) 2-6-7(13) NOTES GROUND ELEVATION 893.1 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 3/1/16 COMPLETED 3/1/16 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered at Cave-In Depth of 14 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DE P T H (f t ) 0 5 10 15 20 GR A P H I C LO G MATERIAL DESCRIPTION SA M P L E T Y P E NU M B E R RE C O V E R Y % (R Q D ) BL O W CO U N T S (N V A L U E ) PO C K E T P E N . (t s f ) DR Y U N I T W T . (p c f ) SPT N VALUE 20 40 60 80 PAGE 1 OF 1 BORING NUMBER SB-6 CLIENT Gonyea Homes PROJECT NUMBER 16-0057 PROJECT NAME Wilson Nursery PROJECT LOCATION Chanhassen, MN GE O T E C H B H P L O T S - G I N T S T D U S L A B . G D T - 3 / 1 4 / 1 6 1 2 : 5 5 - C : \ U S E R S \ P U B L I C \ D O C U M E N T S \ B E N T L E Y \ G I N T \ P R O J E C T S \ 1 6 - 0 0 5 7 W I L S O N N U R S E R Y . G P J Haugo GTS 2825 Cedar Ave S Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 4 inches of Aggregate Base. Silty Sand, with Gravel, brown, moist. (FILL) Sandy Lean Clay, possible Bituminous layer at about 5 feet, blackand grey, moist. (FILL) Sandy Lean Clay, black, moist to wet. (Buried Topsoil) (CL) Sandy Lean Clay, trace Gravel, light grey, wet, rather soft.(Glacial Till) (CL) Sandy Lean Clay, trace Gravel, brown with rust staining, medium to rather stiff. (Glacial Till) Bottom of borehole at 21.0 feet. AU 49 SS50 SS51 SS52 SS53 SS54 SS 55 SS56 3-5-5(10) 2-8-7(15) 2-1-3(4) 1-1-3(4) 1-3-4(7) 3-5-6 (11) 4-6-6(12) NOTES GROUND ELEVATION 896.5 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 3/1/16 COMPLETED 3/1/16 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered at Cave-In Depth of 11 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DE P T H (f t ) 0 5 10 15 20 GR A P H I C LO G MATERIAL DESCRIPTION SA M P L E T Y P E NU M B E R RE C O V E R Y % (R Q D ) BL O W CO U N T S (N V A L U E ) PO C K E T P E N . (t s f ) DR Y U N I T W T . (p c f ) SPT N VALUE 20 40 60 80 PAGE 1 OF 1 BORING NUMBER SB-7 CLIENT Gonyea Homes PROJECT NUMBER 16-0057 PROJECT NAME Wilson Nursery PROJECT LOCATION Chanhassen, MN GE O T E C H B H P L O T S - G I N T S T D U S L A B . G D T - 3 / 1 4 / 1 6 1 2 : 5 5 - C : \ U S E R S \ P U B L I C \ D O C U M E N T S \ B E N T L E Y \ G I N T \ P R O J E C T S \ 1 6 - 0 0 5 7 W I L S O N N U R S E R Y . G P J Haugo GTS 2825 Cedar Ave S Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Silty Sand, with Gravel, brown, moist. (Fill) (CL) Sandy Lean Clay, trace Gravel, with Cobbles below 15 feet, brown with rust staining, stiff to very stiff. (Glacial Till) Bottom of borehole at 21.0 feet. AU 57 SS58 SS59 SS60 SS61 SS62 SS 63 SS64 3-6-8(14) 4-8-9(17) 6-8-10(18) 4-8-8(16) 4-6-8(14) 5-8-9 (17) 19-50/5" NOTES GROUND ELEVATION 901.7 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 3/2/16 COMPLETED 3/2/16 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered at Cave-In Depth of 16 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DE P T H (f t ) 0 5 10 15 20 GR A P H I C LO G MATERIAL DESCRIPTION SA M P L E T Y P E NU M B E R RE C O V E R Y % (R Q D ) BL O W CO U N T S (N V A L U E ) PO C K E T P E N . (t s f ) DR Y U N I T W T . (p c f ) SPT N VALUE 20 40 60 80 PAGE 1 OF 1 BORING NUMBER SB-8 CLIENT Gonyea Homes PROJECT NUMBER 16-0057 PROJECT NAME Wilson Nursery PROJECT LOCATION Chanhassen, MN GE O T E C H B H P L O T S - G I N T S T D U S L A B . G D T - 3 / 1 4 / 1 6 1 2 : 5 5 - C : \ U S E R S \ P U B L I C \ D O C U M E N T S \ B E N T L E Y \ G I N T \ P R O J E C T S \ 1 6 - 0 0 5 7 W I L S O N N U R S E R Y . G P J Haugo GTS 2825 Cedar Ave S Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 >> Sandy Lean Clay, black, wet. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, moist, rather stiff to very stiff. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, with Sand seams, brown, moist, very stiff. (Glacial Till) (SM) Silty Sand, mostly fine to medium grained, trace Gravel,brown, moist, medium dense. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, brown, moist, stiff.(Glacial Till) Bottom of borehole at 21.0 feet. AU 65 SS66 SS67 SS68 SS69 SS70 SS 71 SS72 2-6-6(12) 5-5-6(11) 4-5-7(12) 5-5-10(15) 6-11-10(21) 7-11-13 (24) 5-7-9(16) NOTES GROUND ELEVATION 918.5 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 3/2/16 COMPLETED 3/2/16 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered at Cave-In Depth of 17 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DE P T H (f t ) 0 5 10 15 20 GR A P H I C LO G MATERIAL DESCRIPTION SA M P L E T Y P E NU M B E R RE C O V E R Y % (R Q D ) BL O W CO U N T S (N V A L U E ) PO C K E T P E N . (t s f ) DR Y U N I T W T . (p c f ) SPT N VALUE 20 40 60 80 PAGE 1 OF 1 BORING NUMBER SB-9 CLIENT Gonyea Homes PROJECT NUMBER 16-0057 PROJECT NAME Wilson Nursery PROJECT LOCATION Chanhassen, MN GE O T E C H B H P L O T S - G I N T S T D U S L A B . G D T - 3 / 1 4 / 1 6 1 2 : 5 5 - C : \ U S E R S \ P U B L I C \ D O C U M E N T S \ B E N T L E Y \ G I N T \ P R O J E C T S \ 1 6 - 0 0 5 7 W I L S O N N U R S E R Y . G P J Haugo GTS 2825 Cedar Ave S Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Roots, dark brown, moist to wet. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown with rust staining,moist to wet, rather stiff to stiff. (Glacial Till) Bottom of borehole at 21.0 feet. AU 73 SS74 SS75 SS76 SS77 SS78 SS 79 SS80 3-4-5(9) 3-5-7(12) 3-5-6(11) 5-6-7(13) 3-5-6(11) 3-5-7 (12) NOTES GROUND ELEVATION 933.3 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 3/2/16 COMPLETED 3/2/16 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DE P T H (f t ) 0 5 10 15 20 GR A P H I C LO G MATERIAL DESCRIPTION SA M P L E T Y P E NU M B E R RE C O V E R Y % (R Q D ) BL O W CO U N T S (N V A L U E ) PO C K E T P E N . (t s f ) DR Y U N I T W T . (p c f ) SPT N VALUE 20 40 60 80 PAGE 1 OF 1 BORING NUMBER SB-10 CLIENT Gonyea Homes PROJECT NUMBER 16-0057 PROJECT NAME Wilson Nursery PROJECT LOCATION Chanhassen, MN GE O T E C H B H P L O T S - G I N T S T D U S L A B . G D T - 3 / 1 4 / 1 6 1 2 : 5 5 - C : \ U S E R S \ P U B L I C \ D O C U M E N T S \ B E N T L E Y \ G I N T \ P R O J E C T S \ 1 6 - 0 0 5 7 W I L S O N N U R S E R Y . G P J Haugo GTS 2825 Cedar Ave S Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Descriptive Terminology of Soil Standard D 2487 -00 Classification of Soils for Engineering Purposes (Unified Soil Classification System) "I~ DO o> Co a r s e - g r a i n e d S mo r e t h a n 5 0 % r e t a i No . 2 0 0 s i e v e •.c £ *~ O OJ Q}IS) f •>i i» -S £g ™ O (MMd£oZ Lg irj Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests a Gravels More than 50% of coarse fraction retained on No 4 sieve Sands 50% or more of coarse fraction passes No 4 sieve Silts and Clays Liquid irmil less than 50 Silts and clays Liquid limit 50 or more Highly Organic Soils Clean Gravels 5% or less fines e Gravels with Fines More than 12°'C fines * Clean Sands 5% or less fines ' Sands with Fines More than 12%' Inorganic Organic Inorganic Organic Cb^4anO 1< Cr < 3C Cu<4 and/or 1 >Ct>3c Fines classify as ML or MH Fines classify as CL or CH Cu^6and l <.C( ^3C Ca<6and/or 5 i CC>3C Fines classify as ML or MH Fines classify as CL or CH PI > 7 and plots on or above 'A' line' PI < 4 or plots below "A" line1 Liquid limit- oven dried ^ n 7(_ Liquid limit - not dried PI plots on or above "A" line PI plots below 'A~ line Liquid limit - oven dried n _ic Liquid limit - not dried Primarily organic matter, dark in color and organic odor Soils Classification Group Symbol GW GP GM GC SW SP SM sc CL ML OL OL CH MH OH OH PT Group Name " Wen-graded grave! • Poorly graded gravel - Sity gravel a">' Clayey gravel3'5 Well-graded sand " Poorfy graded sand " Silly sand 'g' Clayev sand "f! Lean ciay L Sill ' Organic clay ' Organic silt " " : Fat clay * " Elastic silt ' " Organic clay ; Organic silt ' " ' Peat Particle Size Identification Boulders Cobbles Gravel Sand Silt Clay . . . over 12" 3" to 12" 3/4' to 3" No 4 to No 10 . . No 10 to No 40 No 4010NO 200 below "A" line on or above "A" line Based on !he material passing the 3-in I'TSmnvi sieve If field sample contained ccbbies o' bouioers or both ado <= 3 DK;D:C c = (DM)' cobbles or boulders Of t*oth lo group d If soil contains^l5% sand ooo1 A-.thsand' to group namg e Gravels wrtn £ lc 1 2% fines require dual symbols GW-GM \veii-graded gravei with silt GW-GC well-graded gravel with clay GP-GM ooorly graflea gravel with sill GP-GC poorly graced gravel with clay ( If tines Classify as CL-ML jse flual symbol GC-GM or SC-SM g tt fines are organic add will1 organic fines !o group name fi If soil contains i 15% g'svel add 'with gravel" to group name l Sands *t:n 5 to 12% fines legume Ouar symbols SW-SM we'l-graded sand with sitl SW-SC weil-g'aded sanO with ciay SP-SM poorly gfadect sand with sit! SP-SC poorly giadsd sano wrth clay j BAttefDerg limits pio! m haiched area soihsaCL-ML silly oay k If soil contains lGlo29'A plus No 2X add' v.i!h sand" or -with gravel' wtiichevens predominant I Hsoilcon;airi=i30%piuSNo 200 predominantly sanO add'sanay logroupname m ff so*! contains S; 30% plus Nc 200 pfedoi^riantiy gravei ado 'gravelly togroupnarne n PI ^ A ano plots on or above 'A" line o. PI < 4 or plots Delo* "A" line p PI plots on 01 above A' line q PI p!o;s beiow A hie GO 50 — 40 X 1 30 *u 2 CL 20 v^n-%£/S P7^ ML or OL ^* MH or OH 17 10 16 20 30 40 50 60 70 80 90 100 Liquid Limit (LL) Laboratory Tests 110 DO WD MC LL PL PI P200 Dry density pcf Wet density, pel Natural moisture content Liqiuid fimit. % Plastic iimi! % Plasticity index. =.t Vi passmg 200 sieve OC Organic content % S Percent of saturation. S-t SG Specific gravity C Cohesion, psf 0 Angle of internal friction qu Unconfmed compressive strength. qp Pocket penetrometer strength, tsf psf Relative Density of Cohesionless Soils Very loose .. 0104 BPF Loose 5 to 10 BPf Medium dense 11to30BPF Dense 31 to 50 BPF Very dense over 50 BPF Consistency of Cohesive Soils Very soft Dto1 BPF Soft 2 to 3 BPF Rather soft 4 to 5 BPF Medium 6!o8BPF Rather stiff 9 to 12 BPF Si'ff 13to16BPF Verysliff ... 17to30BPF Hard . . over 30 BPF Drilling Notes Standard penetration lest borings were advanced by 3 1/4" or 6 1/4' ID hollow-stem augers unless noted otherwise. Jetlmg water was used to clean out auger prior to sampling only where indicated on logs Standard penetration test borings are designated by the prefix "ST" (Split Tube) All samples were taken with the standard 2' OD split-tube sampler except where noted Power auger borings were advanced by 4 or 6" diameler continuous- flight, solid-stem augers Soti classifications and strata depths were in- ferred from disturbed samples augered to the surface and are. therefore, somewha! approximate Power auger borings are designated by the prefix "B." Hand auger borings were advanced manually with a 1 1/2" or 3 1/4" diameler auger and were limited lo the depth from which the auger coutd be manually withdrawn. Hand auger borings are indicated by the prefix •H ' 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-slem auger Driving resistances were then counted for second and thtrd 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 indicates trvn-wailed (undisturbed) tube sample Note: All tests were run in general accordance with applicable ASTM standards Rev CB 60 CBMH 61 12927 9000 0.297 0.297 70% 0.69 0.204 0.204 8.00 8.00 6.11 1.246 1.246 12 0.0050 RCP 31.0 892.12 891.97 895.32 2x3 R-3067-V 3.20CBMH 61 CBMH 63 22010 15500 0.505 0.802 70% 0.69 0.350 0.554 0.15 8.15 6.07 2.125 3.363 15 0.0040 RCP 107.7 891.77 891.33 895.32 48 R-3067-V 3.56CB 62 CBMH 63 36643 25500 0.841 0.841 70% 0.69 0.578 0.578 8.00 8.00 6.11 3.531 3.531 15 0.0050 RCP 31.0 894.32 894.17 898.27 2x3 R-3067-V 3.95CBMH 63 FES 64 37038 25800 0.850 2.494 70% 0.69 0.585 1.717 0.50 8.65 5.94 3.475 10.203 21 0.0040 RCP 42.5 891.17 891.00 898.27 60 R-3067-V 7.10891.00FES 70 MH 72 15 0.0050 RCP 40.3 892.00 891.80 NA NA NA NACB 71 MH 72 15 0.0050 HDPE 35.1 888.00 887.82 891.80 48 R-4342 3.80MH 72 FES 73 15 0.0050 RCP 97.7 884.50 884.01 895.00 48 R-1642 10.50884.00