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Deer Haven Hydrology Report    Stormwater Management Report January 07, 2021 (January 20, 2021) Deer Haven Page 1         Stormwater Management Plan Hydrology Report   Deer Haven Chanhassen, MN           January 20, 2021 Loucks Project No. 20327.0 I hereby certify that this 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 _______________________________________ Valentina M Anderson, P.E. Date: 01/20/2021 Reg. No. 43423 Stormwater Management Plan January 07, 2021 (January 20, 2021) Deer Haven Deer Haven Chanhassen, Minnesota Stormwater Management Plan Table of Contents Page Number Introduction ................................................................................................................................... 1  Methodology ................................................................................................................................. 1  Existing Conditions ........................................................................................................................ 2  Proposed Conditions ...................................................................................................................... 2  Best Management Practices ............................................................................................................ 5  Conclusion .................................................................................................................................... 5  Appendices HydroCAD Report -Existing/Proposed ........................................................................... Appendix A MIDS Report ................................................................................................................. Appendix C Figures Existing Drainage Exhibit .................................................................................................... Figure 1 Proposed Drainage Exhibit .................................................................................................. Figure 2 Stormwater Management Plan January 07, 2021 ( January 20, 2021) Deer Haven Page 1 Deer Haven Chanhassen, Minnesota Stormwater Management Plan Introduction This stormwater management plan was created for the residential lot development on Takoma Trail, off of Yosemite Avenue in Chanhassen, MN. The proposed project consists of parceling out three lots, upgrading the driveway to a road and the associated utilities and stormwater treatment. The site has access through a driveway on Takoma Trail that will be upgraded to a full road width. The project is surrounded on three sides by residential lots. The north side consists of a wetland before reaching residential lots. The property is 2.81 +/- acres with 0.64 acres being disturbed to upgrade road, utilities and stormwater treatment for future lots. There is an additional 0.45 acres of disturbance within City ROW to update the public road and get utilities to the site. Included in this plan are calculations for the existing and proposed discharge of storm water leaving the site Requirements and Methodology City of Chanhassen & Minnehaha Creek Watershed District Stormwater Requirements The City of Chanhassen is the permitting authority for the watershed’s requirements. 1. Rate Control — Match existing rates for the 1, 10, and 100-year critical duration (24-hour) storm events. 2. Volume Control — Provide abstraction of 1.0-inches over all impervious surfaces. The City requires 1.0-inches over new impervious surfaces. 3. Water Quality — No net increase in Phosphorus load from existing site. The City requires 90% TSS removal and 60% TP removal from new impervious surfaces. Methodology The stormwater calculations were made utilizing the stormwater-modeling program HydroCAD 10.00. Calculations were performed for the 24-hour 100-year rainfall event of 7.32 inches, 10- year rainfall event of 4.26 inches, and 1-year rainfall event of 2.48 inches. For purposes of analyzing the 0.8-acre project area, a drainage area of about 2.34 acres was included in the hydrologic analysis to account for all runoff that affects the proposed project. Soils information is assumed to be mostly D soils, based on the soil borings and the wetland to the north. Filtration will be used to reduce runoff rates, and volumes. Stormwater Management Plan January 07, 2021 ( January 20, 2021) Deer Haven Page 2 Existing Conditions The existing site consists of a driveway with mostly grass and some scattered trees. The south has an existing home that will remain untouched. The existing modeled area does not have any existing treatment systems. The existing house is included in the modeling, even though it flows away from the disturbed area and will not be altered at all. The existing project area is broken into six drainage areas:  Drainage Area EX-W — Sheet drains to the west off site.  Drainage Area EX-S — Sheet drains to the south off site.  Drainage Area EX-E — Sheet drains to the east off site.  Drainage Area EX-N — Sheet drains to the north off site, to the wetland.  Drainage Area EX-NE — Sheet drains to the north off site, to the wetland.  Drainage Area EX-OSNE — Off site drainage that sheet drains to the north, to the wetland.  Drainage Area EX-Y — Sheet drains to the northeast off site, to Yosemite Avenue.  Drainage Area EX-EX — Sheet drains to the south off site to a wetland south east of the property. Overall the existing project area being analyzed contains 11.24% impervious surface area or 18,671 sf. Proposed Conditions The proposed site generally consists of reconstructing the existing driveway to a road, preparing three pads for future houses and associated utilities and stormwater treatment. The backyards of future lots will have a swale directing towards a bioretention basin within the north lot. The front yards and road sheet drain to a bioretention basin on the east side of the road. Both basins outflows are directed to the wetland on the north side of the site. The expanded driveway to be road width has an area being captured in a sand filter along the north side of the road, before outletting to the wetland. The modeling was done for the full build out, even though Phase One grading for the road only is currently being done. All drainage areas are shown broken up into areas to match the existing drainage areas. The proposed project area is broken up into 6 drainage areas.  Drainage Area P-W — Sheet drains to the west off site.  Drainage Area P-S — Sheet drains to the south off site.  Drainage Area P-E — Sheet drains to the east off site.  Drainage Area P-N — Sheet drains to the north off site.  Drainage Area P-NEB — Sheet drains across the road to the bioretention basin in the northeast corner. Stormwater Management Plan January 07, 2021 ( January 20, 2021) Deer Haven Page 3  Drainage Area P-NWB — Sheet drains through the backyards to the bioretention basin in the northwest corner.  Drainage Area P-NES — Sheet drains to the north off site, then to the sand filter along the road, which outlets to the wetland.  Drainage Area P-OSNS — Off site drainage that sheet drains to the north to the sand filter along the road.  Drainage Area P-Y — Sheet drains to the northeast off site to Yosemite Avenue. Overall the proposed project area being analyzed contains 21.41% impervious surface area or 35,605 sf. Rate Control All proposed rates meet or reduce rates from existing conditions. All runoff generally maintains the same pattern in each direction. Almost all the impervious areas are captured and treated before leaving the site. Each lot has an assumed impervious area of 4,050 sf. Tables 1.1 to 1.2 below compares the existing and proposed peak runoff rates and volumes for the discharge points analyzed. Table 1.1 — Existing Peak Runoff Rates and Volumes   Area (Ac.) Rate  (cfs) Volume  (ac.ft.) Rate  (cfs) Volume  (ac.ft.) Rate  (cfs) Volume  (ac.ft.) EX‐WEST 0.395 0.21 0.016 0.74 0.05 1.88 0.125 EX‐SOUTH 0.327 0.27 0.017 0.8 0.049 1.87 0.115 EX‐EAST 0.106 0.06 0.004 0.25 0.012 0.67 0.032 EX‐NORTH 0.972 0.65 0.048 2.04 0.14 4.89 0.334 EX‐NE 0.053 0.03 0.002 0.13 0.006 0.33 0.016 EX‐OSNE 0.578 0.15 0.015 0.74 0.057 2.14 0.158 EX‐Y 0.091 0.1 0.007 0.26 0.017 0.55 0.036 EX‐SOUTH 1.06 0.97 0.056 3.00 0.161 7.07 0.381 Total North  2.277 1.2 0.106 4.07 0.318 10.09 0.775 TOTAL 3.81 2.2 0.189 7.18 0.554 17.71 1.33 Drainage  Area 1‐Yr Storm Event 10‐Yr Storm Event 100‐Yr Storm Event Stormwater Management Plan January 07, 2021 ( January 20, 2021) Deer Haven Page 4 Table 1.2 — Proposed Peak Runoff Rates and Volumes   Area (Ac.) Rate  (cfs) Volume  (ac.ft.) Rate  (cfs) Volume  (ac.ft.) Rate  (cfs) Volume  (ac.ft.) Rate  (cfs) Volume  (ac.ft.) P‐WEST 0.024 0.03 0.001 0.09 0.003 0.21 0.008 0.02 0.02 P‐SOUTH 0.238 0.34 0.017 0.88 0.044 1.88 0.096 0.16 0.198 P‐EAST 0.048 0.04 0.002 0.14 0.007 0.33 0.016 0.03 0.04 P‐NORTH 0.132 0.14 0.006 0.44 0.018 1.04 0.044 0.09 0.11 P‐YOSEMITE 0.075 0.14 0.009 0.29 0.019 0.54 0.037 0.05 0.062 P‐E‐SOUTH 1.06 0.97 0.056 3.00 0.161 7.07 0.381 0.72 0.88 NEB‐NE BASIN 0.684 0.03 0.049 1.99 0.126 4.38 0.277 0.46 0.567 NWB‐NW BASIN 0.741 0.05 0.053 1.23 0.136 3.69 0.3 0.49 0.655 NSW‐SAND FILTER 0.804 0.27 0.031 1.01 0.099 1.82 0.25 0.52 0.627 Total NORTH 2.385 0.39 0.141 2.99 0.383 9.52 0.882 1.56 1.979 TOTAL  3.81 1.81 0.226 6.03 0.614 17.49 1.413 2.51 3.158 SNOW 10‐DAY  Storm Event Drainage  Area 1‐Yr Storm Event 10‐Yr Storm Event 100‐Yr Storm Event Volume Control The proposed stormwater management systems are designed to retain as much of the 1.0-inches of rainfall over the impervious surfaces of the development with a maximum drawdown time of 48 hours. Filtration is used on this site based on the soils report; sandy lean clay is listed for this area. There is a wetland on the north and on the south sides of the property. The existing impervious residence to the south cannot be captured due to being heavily forested and steep slopes along its drainage pathway to the wetland on the south. The two biofiltration basins on site have been maxed out in size based on the grading allowed. The south basin is bound by significant trees to stay, the property line and the road. The overflow elevation, also determining the outlet elevation is set based on the street elevations and grading to the tree on the east side. The north basin is bound by the property line on north and east as well grading for house pads. The adjacent house pad has been brought up to maximum driveway slope to the road to maximize the volume in the basin. The wetland boundary (north) elevation is approximately 1020.8 and the groundwater elevation is expected to be below that. The site has a total impervious surface of 31,587 sf with 16,934 sf being new. Of the impervious, 7,448 sf is within City ROW and has limited ability to treat. The two bioretention basins treat through filtration of the impervious surface within the site and the sand filter is used to filter the water onsite and offsite that can be captured. Street ROW is under a linear requirement and as it is under 10,000 sf, does not have any requirements. There is a total of 24,139 sf of impervious within the site. 1” Volume (ft^3) = Impervious Surfaces (ft^2) * 1.0 (in) * 1/12 (ft/in) 1” Volume (ft^3) = 24,139 (SF) * 1.0 (in) * 1/12 (ft/in) = 2,012 cubic-feet The proposed water quality volume below the outlet for the proposed biofiltration basins is listed below:  Proposed NWB Volume = 1,913 cubic-feet  Proposed NEB Volume = 1,373 cubic-feet  Proposed Sand Filter filtration = 335 cubic-feet Stormwater Management Plan January 07, 2021 ( January 20, 2021) Deer Haven Page 5 The total volume control is 3,621 cf, using filtration the 50% volume is 1,811 cf. This is less than the total volume required, equaling the volume from 0.9-inches over the impervious surface on site. Everything was done to try to maximize volume control on site without adversely effecting the site in other areas. Water Quality Per the Minnehaha Creek Watershed District requirements, the TP load removal should be equal to the removals obtained by infiltrating the 1.0-inch storm event over the sites impervious surface. With the basins filtrating the volume over the entire impervious surface and the sand filter filtering, typical removals are expected. MIDS is used to model both the existing site conditions and the proposed conditions to determine removals. The total impervious surface infiltration trapped and removed 0.873 lbs of total phosphorus. The total phosphorus load removed from the site in the proposed condition is 1.054 lbs. The two basins remove 0.775 lbs of total phosphorus and only need the sand filter for a small amount. MIDS case information can be found in the appendix. The City requires 90% TSS and 60% TP removals over the new impervious surface. The new impervious total is 16,934 sf and 12,217 sf of new onsite impervious (remainder is road widening in ROW). The three filtration systems within the site were run with just new impervious to them broken up based on the percentage they take of the overall. The result is 90% TSS removal and 75% TP removal. Best Management Practices Best management practices (BMP’s) will be implemented during construction per the project Erosion Control Plan. During construction, erosion control measures will include dust control, silt fencing, inlet protection, and a temporary rock construction entrance. Permanent BMP’s will include stormwater management systems, sump catch basins, surface pavements, and turf establishment (vegetation) of disturbed areas. Conclusion The proposed Stormwater Management Plan for the Deer Haven project provides an improved solution for the conveyance of stormwater on this site. The infiltration basin will capture runoff and provide additional rate control, volume control, and water quality treatment on the site. Appendix A HydroCAD Report, Existing and Proposed HydroCAD Report, Snow Melt PROPOSEDEXISTING EX-E EX-N EX-NE EX-S EX-SOUTH (new Subcat) EX-W EX-Y OSNE P-EP-E-So (new Subcat) P-N P-NEB P-NES P-NWB P-OSNS P-S P-W P-Y EX-T T-WET TOT WTLD (new Reach) NEB NE BASIN NSW NWB NW BASIN Routing Diagram for 20327-PROPOSED Prepared by {enter your company name here}, Printed 1/19/2021 HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 2HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Project Notes Rainfall events imported from "NRCS-Rain.txt" for 5310 MN Carver 20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 3HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 1.243 98 (EX-N, EX-S, EX-SOUTH, EX-Y, OSNE, P-E-So, P-NEB, P-NES, P-NWB, P-OSNS, P-S, P-Y) 1.098 61 >75% Grass cover, Good, HSG B (OSNE, P-NES, P-OSNS, P-Y) 1.522 74 >75% Grass cover, Good, HSG C (EX-Y, P-E, P-N, P-NEB, P-NWB, P-S, P-W) 1.117 73 GRASS, SOME WOODS (EX-N) 0.288 73 WOODS/GRASS (EX-S) 0.106 70 Woods, Good, HSG C (EX-E, EX-NE) 2.240 72 Woods/grass comb., Good, HSG C (EX-SOUTH, EX-W, P-E-So) 20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 4HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) 1 NEB 1,022.00 1,021.57 62.0 0.0069 0.013 0.0 10.0 0.0 2 NEB 1,022.10 1,022.10 30.0 0.0000 0.020 0.0 6.0 0.0 3 NSW 1,021.00 1,021.00 110.0 0.0000 0.020 0.0 6.0 0.0 4 NSW 1,021.00 1,020.90 20.0 0.0050 0.020 0.0 8.0 0.0 5 NWB 1,021.98 1,021.57 59.0 0.0069 0.013 0.0 10.0 0.0 6 NWB 1,022.10 1,022.10 30.0 0.0000 0.020 0.0 6.0 0.0 MSE 24-hr 3 1-Year Rainfall=2.47"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 5HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX-E: Runoff = 0.03 cfs @ 12.17 hrs, Volume= 0.002 af, Depth= 0.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description 0.053 70 Woods, Good, HSG C 0.053 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 45 0.0550 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.84" Summary for Subcatchment EX-N: Runoff = 0.85 cfs @ 12.34 hrs, Volume= 0.071 af, Depth= 0.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description * 0.134 98 * 1.117 73 GRASS, SOME WOODS 1.251 76 Weighted Average 1.117 89.29% Pervious Area 0.134 10.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 300 0.0800 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment EX-NE: Runoff = 0.03 cfs @ 12.17 hrs, Volume= 0.002 af, Depth= 0.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description 0.053 70 Woods, Good, HSG C 0.053 100.00% Pervious Area MSE 24-hr 3 1-Year Rainfall=2.47"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 6HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 45 0.0550 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.84" Summary for Subcatchment EX-S: Runoff = 0.27 cfs @ 12.25 hrs, Volume= 0.018 af, Depth= 0.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description * 0.039 98 * 0.288 73 WOODS/GRASS 0.327 76 Weighted Average 0.288 88.07% Pervious Area 0.039 11.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.5 75 0.0350 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.84" Summary for Subcatchment EX-SOUTH: (new Subcat) Runoff = 0.97 cfs @ 12.18 hrs, Volume= 0.056 af, Depth= 0.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description * 0.137 98 0.923 72 Woods/grass comb., Good, HSG C 1.060 75 Weighted Average 0.923 87.08% Pervious Area 0.137 12.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 100 0.0770 0.19 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 0.6 80 0.2000 2.24 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.4 180 Total MSE 24-hr 3 1-Year Rainfall=2.47"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 7HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX-W: Runoff = 0.21 cfs @ 12.30 hrs, Volume= 0.017 af, Depth= 0.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description 0.395 72 Woods/grass comb., Good, HSG C 0.395 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.5 240 0.0800 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment EX-Y: Runoff = 0.10 cfs @ 12.26 hrs, Volume= 0.007 af, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description * 0.026 98 0.065 74 >75% Grass cover, Good, HSG C 0.091 81 Weighted Average 0.065 71.43% Pervious Area 0.026 28.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.3 110 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment OSNE: Runoff = 0.15 cfs @ 12.40 hrs, Volume= 0.017 af, Depth= 0.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description * 0.092 98 0.486 61 >75% Grass cover, Good, HSG B 0.578 67 Weighted Average 0.486 84.08% Pervious Area 0.092 15.92% Impervious Area MSE 24-hr 3 1-Year Rainfall=2.47"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 8HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 70 0.0550 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 13.9 200 0.1000 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 21.5 270 Total Summary for Subcatchment P-E: Runoff = 0.04 cfs @ 12.17 hrs, Volume= 0.002 af, Depth= 0.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description 0.048 74 >75% Grass cover, Good, HSG C 0.048 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Summary for Subcatchment P-E-So: (new Subcat) Runoff = 0.97 cfs @ 12.18 hrs, Volume= 0.056 af, Depth= 0.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description * 0.138 98 0.922 72 Woods/grass comb., Good, HSG C 1.060 75 Weighted Average 0.922 86.98% Pervious Area 0.138 13.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 100 0.0770 0.19 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 0.6 80 0.2000 2.24 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.4 180 Total MSE 24-hr 3 1-Year Rainfall=2.47"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 9HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-N: Runoff = 0.14 cfs @ 12.12 hrs, Volume= 0.007 af, Depth= 0.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description * 0.000 98 0.132 74 >75% Grass cover, Good, HSG C 0.132 74 Weighted Average 0.132 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.5 60 0.1500 0.22 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment P-NEB: Runoff = 0.81 cfs @ 12.22 hrs, Volume= 0.049 af, Depth= 0.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description * 0.185 98 0.499 74 >75% Grass cover, Good, HSG C 0.684 80 Weighted Average 0.499 72.95% Pervious Area 0.185 27.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 200 0.1250 0.26 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment P-NES: Runoff = 0.33 cfs @ 12.17 hrs, Volume= 0.017 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description * 0.116 98 0.063 61 >75% Grass cover, Good, HSG B 0.179 85 Weighted Average 0.063 35.20% Pervious Area 0.116 64.80% Impervious Area MSE 24-hr 3 1-Year Rainfall=2.47"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 10HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 30 0.0500 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 0.6 35 0.0200 1.05 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.84" 4.4 30 0.0400 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 9.0 95 Total Summary for Subcatchment P-NWB: Runoff = 0.65 cfs @ 12.35 hrs, Volume= 0.054 af, Depth= 0.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description * 0.170 98 0.571 74 >75% Grass cover, Good, HSG C 0.741 80 Weighted Average 0.571 77.06% Pervious Area 0.170 22.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 250 0.0480 0.19 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment P-OSNS: Runoff = 0.14 cfs @ 12.41 hrs, Volume= 0.016 af, Depth= 0.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description * 0.092 98 0.533 61 >75% Grass cover, Good, HSG B 0.625 66 Weighted Average 0.533 85.28% Pervious Area 0.092 14.72% Impervious Area MSE 24-hr 3 1-Year Rainfall=2.47"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 11HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 70 0.0550 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 13.9 200 0.1000 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 21.5 270 Total Summary for Subcatchment P-S: Runoff = 0.34 cfs @ 12.16 hrs, Volume= 0.017 af, Depth= 0.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description * 0.055 98 0.183 74 >75% Grass cover, Good, HSG C 0.238 80 Weighted Average 0.183 76.89% Pervious Area 0.055 23.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Summary for Subcatchment P-W: Runoff = 0.03 cfs @ 12.06 hrs, Volume= 0.001 af, Depth= 0.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description 0.024 74 >75% Grass cover, Good, HSG C 0.024 100.00% Pervious Area Summary for Subcatchment P-Y: Runoff = 0.14 cfs @ 12.24 hrs, Volume= 0.009 af, Depth= 1.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description * 0.059 98 0.016 61 >75% Grass cover, Good, HSG B 0.075 90 Weighted Average 0.016 21.33% Pervious Area 0.059 78.67% Impervious Area MSE 24-hr 3 1-Year Rainfall=2.47"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 12HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.1 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Reach EX-T: Inflow Area = 3.808 ac, 11.24% Impervious, Inflow Depth = 0.60" for 1-Year event Inflow = 2.20 cfs @ 12.25 hrs, Volume= 0.189 af Outflow = 2.20 cfs @ 12.25 hrs, Volume= 0.189 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach T-WET: Inflow Area = 2.385 ac, 23.61% Impervious, Inflow Depth = 0.71" for 1-Year event Inflow = 0.39 cfs @ 12.32 hrs, Volume= 0.141 af Outflow = 0.39 cfs @ 12.32 hrs, Volume= 0.141 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach TOT: Inflow Area = 3.806 ac, 21.41% Impervious, Inflow Depth = 0.71" for 1-Year event Inflow = 1.81 cfs @ 12.18 hrs, Volume= 0.226 af Outflow = 1.81 cfs @ 12.18 hrs, Volume= 0.226 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach WTLD: (new Reach) Inflow Area = 2.277 ac, 9.93% Impervious, Inflow Depth = 0.56" for 1-Year event Inflow = 1.20 cfs @ 12.34 hrs, Volume= 0.106 af Outflow = 1.20 cfs @ 12.34 hrs, Volume= 0.106 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Pond NEB: NE BASIN Inflow Area = 0.684 ac, 27.05% Impervious, Inflow Depth = 0.87" for 1-Year event Inflow = 0.81 cfs @ 12.22 hrs, Volume= 0.049 af Outflow = 0.03 cfs @ 15.10 hrs, Volume= 0.049 af, Atten= 96%, Lag= 173.0 min Primary = 0.03 cfs @ 15.10 hrs, Volume= 0.049 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,026.04' @ 15.10 hrs Surf.Area= 1,220 sf Storage= 1,367 cf Plug-Flow detention time= 500.9 min calculated for 0.049 af (100% of inflow) Center-of-Mass det. time= 498.5 min ( 1,329.4 - 830.9 ) MSE 24-hr 3 1-Year Rainfall=2.47"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 13HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 1,024.00' 4,350 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,022.00' 144 cf 8.00'W x 30.00'L x 2.00'H Prismatoid 480 cf Overall x 30.0% Voids 4,494 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,024.00 220 0 0 1,026.00 960 1,180 1,180 1,026.50 1,185 536 1,716 1,027.00 1,450 659 2,375 1,028.00 2,500 1,975 4,350 Device Routing Invert Outlet Devices #1 Primary 1,022.00'10.0" Round Culvert L= 62.0' Ke= 0.500 Inlet / Outlet Invert= 1,022.00' / 1,021.57' S= 0.0069 '/' Cc= 0.900 n= 0.013, Flow Area= 0.55 sf #2 Device 1 1,026.05'18.0" Horiz. Orifice/Grate C= 0.600 in 26.0" Grate (48% open area) Limited to weir flow at low heads #3 Device 4 1,022.00'1.200 in/hr Exfiltration over Surface area #4 Device 1 1,022.10'6.0" Round Culvert L= 30.0' Ke= 0.500 Inlet / Outlet Invert= 1,022.10' / 1,022.10' S= 0.0000 '/' Cc= 0.900 n= 0.020, Flow Area= 0.20 sf Primary OutFlow Max=0.03 cfs @ 15.10 hrs HW=1,026.04' (Free Discharge) 1=Culvert (Passes 0.03 cfs of 4.18 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 4=Culvert (Passes 0.03 cfs of 1.10 cfs potential flow) 3=Exfiltration (Exfiltration Controls 0.03 cfs) Summary for Pond NSW: Inflow Area = 0.804 ac, 25.87% Impervious, Inflow Depth = 0.50" for 1-Year event Inflow = 0.36 cfs @ 12.18 hrs, Volume= 0.034 af Outflow = 0.27 cfs @ 12.34 hrs, Volume= 0.034 af, Atten= 25%, Lag= 9.6 min Discarded = 0.00 cfs @ 12.34 hrs, Volume= 0.002 af Primary = 0.27 cfs @ 12.34 hrs, Volume= 0.031 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,022.13' @ 12.34 hrs Surf.Area= 544 sf Storage= 151 cf Plug-Flow detention time= 17.0 min calculated for 0.034 af (100% of inflow) Center-of-Mass det. time= 16.8 min ( 866.7 - 849.8 ) Volume Invert Avail.Storage Storage Description #1 1,022.10' 3,075 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,021.00' 165 cf 4.00'W x 110.00'L x 1.25'H Prismatoid 550 cf Overall x 30.0% Voids 3,240 cf Total Available Storage MSE 24-hr 3 1-Year Rainfall=2.47"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 14HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,022.10 50 0 0 1,022.50 800 170 170 1,023.00 2,160 740 910 1,023.50 6,500 2,165 3,075 Device Routing Invert Outlet Devices #1 Discarded 1,021.00'0.200 in/hr Exfiltration over Surface area #2 Device 3 1,021.00'6.0" Round Culvert L= 110.0' Ke= 0.500 Inlet / Outlet Invert= 1,021.00' / 1,021.00' S= 0.0000 '/' Cc= 0.900 n= 0.020, Flow Area= 0.20 sf #3 Primary 1,021.00'8.0" Round Culvert L= 20.0' Ke= 0.500 Inlet / Outlet Invert= 1,021.00' / 1,020.90' S= 0.0050 '/' Cc= 0.900 n= 0.020, Flow Area= 0.35 sf #4 Device 3 1,022.50'8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.00 cfs @ 12.34 hrs HW=1,022.13' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.27 cfs @ 12.34 hrs HW=1,022.13' (Free Discharge) 3=Culvert (Passes 0.27 cfs of 1.04 cfs potential flow) 2=Culvert (Barrel Controls 0.27 cfs @ 1.35 fps) 4=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond NWB: NW BASIN Inflow Area = 0.741 ac, 22.94% Impervious, Inflow Depth = 0.87" for 1-Year event Inflow = 0.65 cfs @ 12.35 hrs, Volume= 0.054 af Outflow = 0.05 cfs @ 13.90 hrs, Volume= 0.053 af, Atten= 92%, Lag= 93.0 min Primary = 0.05 cfs @ 13.90 hrs, Volume= 0.053 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,024.90' @ 13.90 hrs Surf.Area= 1,932 sf Storage= 1,339 cf Plug-Flow detention time= 300.3 min calculated for 0.053 af (99% of inflow) Center-of-Mass det. time= 295.2 min ( 1,134.9 - 839.7 ) Volume Invert Avail.Storage Storage Description #1 1,024.00' 6,535 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,022.00' 360 cf 15.00'W x 40.00'L x 2.00'H Prismatoid 1,200 cf Overall x 30.0% Voids 6,895 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,024.00 840 0 0 1,026.00 1,930 2,770 2,770 1,027.00 2,650 2,290 5,060 1,027.50 3,250 1,475 6,535 MSE 24-hr 3 1-Year Rainfall=2.47"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 15HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 1,021.98'10.0" Round Culvert L= 59.0' Ke= 0.500 Inlet / Outlet Invert= 1,021.98' / 1,021.57' S= 0.0069 '/' Cc= 0.900 n= 0.013, Flow Area= 0.55 sf #2 Device 1 1,025.30'18.0" Horiz. Orifice/Grate C= 0.600 in 27.0" Grate (44% open area) Limited to weir flow at low heads #3 Device 1 1,022.10'6.0" Round Culvert L= 30.0' Ke= 0.500 Inlet / Outlet Invert= 1,022.10' / 1,022.10' S= 0.0000 '/' Cc= 0.900 n= 0.020, Flow Area= 0.20 sf #4 Device 3 1,022.00'1.200 in/hr Exfiltration over Surface area Primary OutFlow Max=0.05 cfs @ 13.90 hrs HW=1,024.90' (Free Discharge) 1=Culvert (Passes 0.05 cfs of 3.52 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Culvert (Passes 0.05 cfs of 0.90 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.05 cfs) MSE 24-hr 3 10-Year Rainfall=4.20"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 16HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX-E: Runoff = 0.13 cfs @ 12.16 hrs, Volume= 0.006 af, Depth= 1.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.053 70 Woods, Good, HSG C 0.053 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 45 0.0550 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.84" Summary for Subcatchment EX-N: Runoff = 2.56 cfs @ 12.32 hrs, Volume= 0.197 af, Depth= 1.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description * 0.134 98 * 1.117 73 GRASS, SOME WOODS 1.251 76 Weighted Average 1.117 89.29% Pervious Area 0.134 10.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 300 0.0800 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment EX-NE: Runoff = 0.13 cfs @ 12.16 hrs, Volume= 0.006 af, Depth= 1.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.053 70 Woods, Good, HSG C 0.053 100.00% Pervious Area MSE 24-hr 3 10-Year Rainfall=4.20"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 17HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 45 0.0550 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.84" Summary for Subcatchment EX-S: Runoff = 0.80 cfs @ 12.24 hrs, Volume= 0.052 af, Depth= 1.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description * 0.039 98 * 0.288 73 WOODS/GRASS 0.327 76 Weighted Average 0.288 88.07% Pervious Area 0.039 11.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.5 75 0.0350 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.84" Summary for Subcatchment EX-SOUTH: (new Subcat) Runoff = 3.00 cfs @ 12.17 hrs, Volume= 0.161 af, Depth= 1.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description * 0.137 98 0.923 72 Woods/grass comb., Good, HSG C 1.060 75 Weighted Average 0.923 87.08% Pervious Area 0.137 12.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 100 0.0770 0.19 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 0.6 80 0.2000 2.24 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.4 180 Total MSE 24-hr 3 10-Year Rainfall=4.20"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 18HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX-W: Runoff = 0.74 cfs @ 12.28 hrs, Volume= 0.053 af, Depth= 1.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.395 72 Woods/grass comb., Good, HSG C 0.395 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.5 240 0.0800 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment EX-Y: Runoff = 0.26 cfs @ 12.25 hrs, Volume= 0.017 af, Depth= 2.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description * 0.026 98 0.065 74 >75% Grass cover, Good, HSG C 0.091 81 Weighted Average 0.065 71.43% Pervious Area 0.026 28.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.3 110 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment OSNE: Runoff = 0.74 cfs @ 12.34 hrs, Volume= 0.061 af, Depth= 1.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description * 0.092 98 0.486 61 >75% Grass cover, Good, HSG B 0.578 67 Weighted Average 0.486 84.08% Pervious Area 0.092 15.92% Impervious Area MSE 24-hr 3 10-Year Rainfall=4.20"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 19HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 70 0.0550 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 13.9 200 0.1000 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 21.5 270 Total Summary for Subcatchment P-E: Runoff = 0.14 cfs @ 12.16 hrs, Volume= 0.007 af, Depth= 1.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.048 74 >75% Grass cover, Good, HSG C 0.048 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Summary for Subcatchment P-E-So: (new Subcat) Runoff = 3.00 cfs @ 12.17 hrs, Volume= 0.161 af, Depth= 1.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description * 0.138 98 0.922 72 Woods/grass comb., Good, HSG C 1.060 75 Weighted Average 0.922 86.98% Pervious Area 0.138 13.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 100 0.0770 0.19 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 0.6 80 0.2000 2.24 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.4 180 Total MSE 24-hr 3 10-Year Rainfall=4.20"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 20HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-N: Runoff = 0.44 cfs @ 12.11 hrs, Volume= 0.019 af, Depth= 1.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description * 0.000 98 0.132 74 >75% Grass cover, Good, HSG C 0.132 74 Weighted Average 0.132 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.5 60 0.1500 0.22 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment P-NEB: Runoff = 2.10 cfs @ 12.21 hrs, Volume= 0.126 af, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description * 0.185 98 0.499 74 >75% Grass cover, Good, HSG C 0.684 80 Weighted Average 0.499 72.95% Pervious Area 0.185 27.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 200 0.1250 0.26 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment P-NES: Runoff = 0.75 cfs @ 12.16 hrs, Volume= 0.039 af, Depth= 2.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description * 0.116 98 0.063 61 >75% Grass cover, Good, HSG B 0.179 85 Weighted Average 0.063 35.20% Pervious Area 0.116 64.80% Impervious Area MSE 24-hr 3 10-Year Rainfall=4.20"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 21HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 30 0.0500 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 0.6 35 0.0200 1.05 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.84" 4.4 30 0.0400 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 9.0 95 Total Summary for Subcatchment P-NWB: Runoff = 1.72 cfs @ 12.33 hrs, Volume= 0.136 af, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description * 0.170 98 0.571 74 >75% Grass cover, Good, HSG C 0.741 80 Weighted Average 0.571 77.06% Pervious Area 0.170 22.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 250 0.0480 0.19 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment P-OSNS: Runoff = 0.75 cfs @ 12.35 hrs, Volume= 0.063 af, Depth= 1.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description * 0.092 98 0.533 61 >75% Grass cover, Good, HSG B 0.625 66 Weighted Average 0.533 85.28% Pervious Area 0.092 14.72% Impervious Area MSE 24-hr 3 10-Year Rainfall=4.20"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 22HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 70 0.0550 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 13.9 200 0.1000 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 21.5 270 Total Summary for Subcatchment P-S: Runoff = 0.88 cfs @ 12.15 hrs, Volume= 0.044 af, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description * 0.055 98 0.183 74 >75% Grass cover, Good, HSG C 0.238 80 Weighted Average 0.183 76.89% Pervious Area 0.055 23.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Summary for Subcatchment P-W: Runoff = 0.09 cfs @ 12.05 hrs, Volume= 0.003 af, Depth= 1.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.024 74 >75% Grass cover, Good, HSG C 0.024 100.00% Pervious Area Summary for Subcatchment P-Y: Runoff = 0.29 cfs @ 12.23 hrs, Volume= 0.019 af, Depth= 3.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description * 0.059 98 0.016 61 >75% Grass cover, Good, HSG B 0.075 90 Weighted Average 0.016 21.33% Pervious Area 0.059 78.67% Impervious Area MSE 24-hr 3 10-Year Rainfall=4.20"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 23HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.1 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Reach EX-T: Inflow Area = 3.808 ac, 11.24% Impervious, Inflow Depth = 1.74" for 10-Year event Inflow = 7.18 cfs @ 12.23 hrs, Volume= 0.554 af Outflow = 7.18 cfs @ 12.23 hrs, Volume= 0.554 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach T-WET: Inflow Area = 2.385 ac, 23.61% Impervious, Inflow Depth = 1.93" for 10-Year event Inflow = 2.99 cfs @ 12.28 hrs, Volume= 0.383 af Outflow = 2.99 cfs @ 12.28 hrs, Volume= 0.383 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach TOT: Inflow Area = 3.806 ac, 21.41% Impervious, Inflow Depth = 1.94" for 10-Year event Inflow = 6.03 cfs @ 12.25 hrs, Volume= 0.614 af Outflow = 6.03 cfs @ 12.25 hrs, Volume= 0.614 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach WTLD: (new Reach) Inflow Area = 2.277 ac, 9.93% Impervious, Inflow Depth = 1.67" for 10-Year event Inflow = 4.07 cfs @ 12.31 hrs, Volume= 0.318 af Outflow = 4.07 cfs @ 12.31 hrs, Volume= 0.318 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Pond NEB: NE BASIN Inflow Area = 0.684 ac, 27.05% Impervious, Inflow Depth = 2.21" for 10-Year event Inflow = 2.10 cfs @ 12.21 hrs, Volume= 0.126 af Outflow = 1.99 cfs @ 12.27 hrs, Volume= 0.126 af, Atten= 5%, Lag= 3.8 min Primary = 1.99 cfs @ 12.27 hrs, Volume= 0.126 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,026.31' @ 12.27 hrs Surf.Area= 1,337 sf Storage= 1,638 cf Plug-Flow detention time= 256.3 min calculated for 0.126 af (100% of inflow) Center-of-Mass det. time= 256.1 min ( 1,067.3 - 811.2 ) MSE 24-hr 3 10-Year Rainfall=4.20"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 24HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 1,024.00' 4,350 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,022.00' 144 cf 8.00'W x 30.00'L x 2.00'H Prismatoid 480 cf Overall x 30.0% Voids 4,494 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,024.00 220 0 0 1,026.00 960 1,180 1,180 1,026.50 1,185 536 1,716 1,027.00 1,450 659 2,375 1,028.00 2,500 1,975 4,350 Device Routing Invert Outlet Devices #1 Primary 1,022.00'10.0" Round Culvert L= 62.0' Ke= 0.500 Inlet / Outlet Invert= 1,022.00' / 1,021.57' S= 0.0069 '/' Cc= 0.900 n= 0.013, Flow Area= 0.55 sf #2 Device 1 1,026.05'18.0" Horiz. Orifice/Grate C= 0.600 in 26.0" Grate (48% open area) Limited to weir flow at low heads #3 Device 4 1,022.00'1.200 in/hr Exfiltration over Surface area #4 Device 1 1,022.10'6.0" Round Culvert L= 30.0' Ke= 0.500 Inlet / Outlet Invert= 1,022.10' / 1,022.10' S= 0.0000 '/' Cc= 0.900 n= 0.020, Flow Area= 0.20 sf Primary OutFlow Max=1.80 cfs @ 12.27 hrs HW=1,026.29' (Free Discharge) 1=Culvert (Passes 1.80 cfs of 4.32 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.76 cfs @ 1.59 fps) 4=Culvert (Passes 0.04 cfs of 1.13 cfs potential flow) 3=Exfiltration (Exfiltration Controls 0.04 cfs) Summary for Pond NSW: Inflow Area = 0.804 ac, 25.87% Impervious, Inflow Depth = 1.53" for 10-Year event Inflow = 1.17 cfs @ 12.21 hrs, Volume= 0.102 af Outflow = 1.02 cfs @ 12.36 hrs, Volume= 0.102 af, Atten= 13%, Lag= 8.9 min Discarded = 0.01 cfs @ 12.36 hrs, Volume= 0.003 af Primary = 1.01 cfs @ 12.36 hrs, Volume= 0.099 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,022.71' @ 12.36 hrs Surf.Area= 1,803 sf Storage= 559 cf Plug-Flow detention time= 13.3 min calculated for 0.102 af (100% of inflow) Center-of-Mass det. time= 13.4 min ( 842.0 - 828.6 ) Volume Invert Avail.Storage Storage Description #1 1,022.10' 3,075 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,021.00' 165 cf 4.00'W x 110.00'L x 1.25'H Prismatoid 550 cf Overall x 30.0% Voids 3,240 cf Total Available Storage MSE 24-hr 3 10-Year Rainfall=4.20"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 25HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,022.10 50 0 0 1,022.50 800 170 170 1,023.00 2,160 740 910 1,023.50 6,500 2,165 3,075 Device Routing Invert Outlet Devices #1 Discarded 1,021.00'0.200 in/hr Exfiltration over Surface area #2 Device 3 1,021.00'6.0" Round Culvert L= 110.0' Ke= 0.500 Inlet / Outlet Invert= 1,021.00' / 1,021.00' S= 0.0000 '/' Cc= 0.900 n= 0.020, Flow Area= 0.20 sf #3 Primary 1,021.00'8.0" Round Culvert L= 20.0' Ke= 0.500 Inlet / Outlet Invert= 1,021.00' / 1,020.90' S= 0.0050 '/' Cc= 0.900 n= 0.020, Flow Area= 0.35 sf #4 Device 3 1,022.50'8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.01 cfs @ 12.36 hrs HW=1,022.71' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=1.01 cfs @ 12.36 hrs HW=1,022.71' (Free Discharge) 3=Culvert (Passes 1.01 cfs of 1.49 cfs potential flow) 2=Culvert (Barrel Controls 0.37 cfs @ 1.87 fps) 4=Orifice/Grate (Weir Controls 0.64 cfs @ 1.48 fps) Summary for Pond NWB: NW BASIN Inflow Area = 0.741 ac, 22.94% Impervious, Inflow Depth = 2.21" for 10-Year event Inflow = 1.72 cfs @ 12.33 hrs, Volume= 0.136 af Outflow = 1.23 cfs @ 12.52 hrs, Volume= 0.136 af, Atten= 29%, Lag= 11.4 min Primary = 1.23 cfs @ 12.52 hrs, Volume= 0.136 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,025.48' @ 12.52 hrs Surf.Area= 2,246 sf Storage= 2,197 cf Plug-Flow detention time= 249.4 min calculated for 0.136 af (100% of inflow) Center-of-Mass det. time= 246.9 min ( 1,066.9 - 820.0 ) Volume Invert Avail.Storage Storage Description #1 1,024.00' 6,535 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,022.00' 360 cf 15.00'W x 40.00'L x 2.00'H Prismatoid 1,200 cf Overall x 30.0% Voids 6,895 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,024.00 840 0 0 1,026.00 1,930 2,770 2,770 1,027.00 2,650 2,290 5,060 1,027.50 3,250 1,475 6,535 MSE 24-hr 3 10-Year Rainfall=4.20"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 26HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 1,021.98'10.0" Round Culvert L= 59.0' Ke= 0.500 Inlet / Outlet Invert= 1,021.98' / 1,021.57' S= 0.0069 '/' Cc= 0.900 n= 0.013, Flow Area= 0.55 sf #2 Device 1 1,025.30'18.0" Horiz. Orifice/Grate C= 0.600 in 27.0" Grate (44% open area) Limited to weir flow at low heads #3 Device 1 1,022.10'6.0" Round Culvert L= 30.0' Ke= 0.500 Inlet / Outlet Invert= 1,022.10' / 1,022.10' S= 0.0000 '/' Cc= 0.900 n= 0.020, Flow Area= 0.20 sf #4 Device 3 1,022.00'1.200 in/hr Exfiltration over Surface area Primary OutFlow Max=1.19 cfs @ 12.52 hrs HW=1,025.47' (Free Discharge) 1=Culvert (Passes 1.19 cfs of 3.90 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.12 cfs @ 1.37 fps) 3=Culvert (Passes 0.06 cfs of 1.00 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.06 cfs) MSE 24-hr 3 100-Year Rainfall=7.18"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 27HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX-E: Runoff = 0.33 cfs @ 12.15 hrs, Volume= 0.017 af, Depth= 3.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.053 70 Woods, Good, HSG C 0.053 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 45 0.0550 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.84" Summary for Subcatchment EX-N: Runoff = 6.00 cfs @ 12.31 hrs, Volume= 0.461 af, Depth= 4.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description * 0.134 98 * 1.117 73 GRASS, SOME WOODS 1.251 76 Weighted Average 1.117 89.29% Pervious Area 0.134 10.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 300 0.0800 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment EX-NE: Runoff = 0.33 cfs @ 12.15 hrs, Volume= 0.017 af, Depth= 3.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.053 70 Woods, Good, HSG C 0.053 100.00% Pervious Area MSE 24-hr 3 100-Year Rainfall=7.18"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 28HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 45 0.0550 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.84" Summary for Subcatchment EX-S: Runoff = 1.87 cfs @ 12.23 hrs, Volume= 0.120 af, Depth= 4.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description * 0.039 98 * 0.288 73 WOODS/GRASS 0.327 76 Weighted Average 0.288 88.07% Pervious Area 0.039 11.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.5 75 0.0350 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.84" Summary for Subcatchment EX-SOUTH: (new Subcat) Runoff = 7.07 cfs @ 12.17 hrs, Volume= 0.381 af, Depth= 4.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description * 0.137 98 0.923 72 Woods/grass comb., Good, HSG C 1.060 75 Weighted Average 0.923 87.08% Pervious Area 0.137 12.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 100 0.0770 0.19 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 0.6 80 0.2000 2.24 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.4 180 Total MSE 24-hr 3 100-Year Rainfall=7.18"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 29HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX-W: Runoff = 1.88 cfs @ 12.27 hrs, Volume= 0.131 af, Depth= 3.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.395 72 Woods/grass comb., Good, HSG C 0.395 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.5 240 0.0800 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment EX-Y: Runoff = 0.55 cfs @ 12.25 hrs, Volume= 0.038 af, Depth= 4.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description * 0.026 98 0.065 74 >75% Grass cover, Good, HSG C 0.091 81 Weighted Average 0.065 71.43% Pervious Area 0.026 28.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.3 110 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment OSNE: Runoff = 2.14 cfs @ 12.32 hrs, Volume= 0.166 af, Depth= 3.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description * 0.092 98 0.486 61 >75% Grass cover, Good, HSG B 0.578 67 Weighted Average 0.486 84.08% Pervious Area 0.092 15.92% Impervious Area MSE 24-hr 3 100-Year Rainfall=7.18"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 30HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 70 0.0550 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 13.9 200 0.1000 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 21.5 270 Total Summary for Subcatchment P-E: Runoff = 0.33 cfs @ 12.15 hrs, Volume= 0.017 af, Depth= 4.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.048 74 >75% Grass cover, Good, HSG C 0.048 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Summary for Subcatchment P-E-So: (new Subcat) Runoff = 7.07 cfs @ 12.17 hrs, Volume= 0.381 af, Depth= 4.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description * 0.138 98 0.922 72 Woods/grass comb., Good, HSG C 1.060 75 Weighted Average 0.922 86.98% Pervious Area 0.138 13.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 100 0.0770 0.19 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 0.6 80 0.2000 2.24 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.4 180 Total MSE 24-hr 3 100-Year Rainfall=7.18"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 31HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-N: Runoff = 1.04 cfs @ 12.11 hrs, Volume= 0.046 af, Depth= 4.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description * 0.000 98 0.132 74 >75% Grass cover, Good, HSG C 0.132 74 Weighted Average 0.132 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.5 60 0.1500 0.22 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment P-NEB: Runoff = 4.54 cfs @ 12.21 hrs, Volume= 0.277 af, Depth= 4.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description * 0.185 98 0.499 74 >75% Grass cover, Good, HSG C 0.684 80 Weighted Average 0.499 72.95% Pervious Area 0.185 27.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 200 0.1250 0.26 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment P-NES: Runoff = 1.48 cfs @ 12.16 hrs, Volume= 0.081 af, Depth= 5.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description * 0.116 98 0.063 61 >75% Grass cover, Good, HSG B 0.179 85 Weighted Average 0.063 35.20% Pervious Area 0.116 64.80% Impervious Area MSE 24-hr 3 100-Year Rainfall=7.18"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 32HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 30 0.0500 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 0.6 35 0.0200 1.05 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.84" 4.4 30 0.0400 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 9.0 95 Total Summary for Subcatchment P-NWB: Runoff = 3.77 cfs @ 12.32 hrs, Volume= 0.300 af, Depth= 4.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description * 0.170 98 0.571 74 >75% Grass cover, Good, HSG C 0.741 80 Weighted Average 0.571 77.06% Pervious Area 0.170 22.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 250 0.0480 0.19 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment P-OSNS: Runoff = 2.24 cfs @ 12.32 hrs, Volume= 0.174 af, Depth= 3.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description * 0.092 98 0.533 61 >75% Grass cover, Good, HSG B 0.625 66 Weighted Average 0.533 85.28% Pervious Area 0.092 14.72% Impervious Area MSE 24-hr 3 100-Year Rainfall=7.18"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 33HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 70 0.0550 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 13.9 200 0.1000 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 21.5 270 Total Summary for Subcatchment P-S: Runoff = 1.88 cfs @ 12.15 hrs, Volume= 0.096 af, Depth= 4.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description * 0.055 98 0.183 74 >75% Grass cover, Good, HSG C 0.238 80 Weighted Average 0.183 76.89% Pervious Area 0.055 23.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Summary for Subcatchment P-W: Runoff = 0.21 cfs @ 12.05 hrs, Volume= 0.008 af, Depth= 4.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.024 74 >75% Grass cover, Good, HSG C 0.024 100.00% Pervious Area Summary for Subcatchment P-Y: Runoff = 0.54 cfs @ 12.23 hrs, Volume= 0.037 af, Depth= 6.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description * 0.059 98 0.016 61 >75% Grass cover, Good, HSG B 0.075 90 Weighted Average 0.016 21.33% Pervious Area 0.059 78.67% Impervious Area MSE 24-hr 3 100-Year Rainfall=7.18"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 34HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.1 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Reach EX-T: Inflow Area = 3.808 ac, 11.24% Impervious, Inflow Depth = 4.19" for 100-Year event Inflow = 17.71 cfs @ 12.22 hrs, Volume= 1.330 af Outflow = 17.71 cfs @ 12.22 hrs, Volume= 1.330 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach T-WET: Inflow Area = 2.385 ac, 23.61% Impervious, Inflow Depth = 4.44" for 100-Year event Inflow = 9.52 cfs @ 12.27 hrs, Volume= 0.882 af Outflow = 9.52 cfs @ 12.27 hrs, Volume= 0.882 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach TOT: Inflow Area = 3.806 ac, 21.41% Impervious, Inflow Depth = 4.45" for 100-Year event Inflow = 17.49 cfs @ 12.20 hrs, Volume= 1.413 af Outflow = 17.49 cfs @ 12.20 hrs, Volume= 1.413 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach WTLD: (new Reach) Inflow Area = 2.277 ac, 9.93% Impervious, Inflow Depth = 4.08" for 100-Year event Inflow = 10.09 cfs @ 12.30 hrs, Volume= 0.775 af Outflow = 10.09 cfs @ 12.30 hrs, Volume= 0.775 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Pond NEB: NE BASIN Inflow Area = 0.684 ac, 27.05% Impervious, Inflow Depth = 4.86" for 100-Year event Inflow = 4.54 cfs @ 12.21 hrs, Volume= 0.277 af Outflow = 4.38 cfs @ 12.23 hrs, Volume= 0.277 af, Atten= 4%, Lag= 1.7 min Primary = 4.38 cfs @ 12.23 hrs, Volume= 0.277 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,026.49' @ 12.23 hrs Surf.Area= 1,423 sf Storage= 1,854 cf Plug-Flow detention time= 133.4 min calculated for 0.277 af (100% of inflow) Center-of-Mass det. time= 133.7 min ( 929.1 - 795.4 ) MSE 24-hr 3 100-Year Rainfall=7.18"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 35HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 1,024.00' 4,350 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,022.00' 144 cf 8.00'W x 30.00'L x 2.00'H Prismatoid 480 cf Overall x 30.0% Voids 4,494 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,024.00 220 0 0 1,026.00 960 1,180 1,180 1,026.50 1,185 536 1,716 1,027.00 1,450 659 2,375 1,028.00 2,500 1,975 4,350 Device Routing Invert Outlet Devices #1 Primary 1,022.00'10.0" Round Culvert L= 62.0' Ke= 0.500 Inlet / Outlet Invert= 1,022.00' / 1,021.57' S= 0.0069 '/' Cc= 0.900 n= 0.013, Flow Area= 0.55 sf #2 Device 1 1,026.05'18.0" Horiz. Orifice/Grate C= 0.600 in 26.0" Grate (48% open area) Limited to weir flow at low heads #3 Device 4 1,022.00'1.200 in/hr Exfiltration over Surface area #4 Device 1 1,022.10'6.0" Round Culvert L= 30.0' Ke= 0.500 Inlet / Outlet Invert= 1,022.10' / 1,022.10' S= 0.0000 '/' Cc= 0.900 n= 0.020, Flow Area= 0.20 sf Primary OutFlow Max=4.43 cfs @ 12.23 hrs HW=1,026.49' (Free Discharge) 1=Culvert (Barrel Controls 4.43 cfs @ 8.13 fps) 2=Orifice/Grate (Passes < 4.47 cfs potential flow) 4=Culvert (Passes < 1.16 cfs potential flow) 3=Exfiltration (Passes < 0.04 cfs potential flow) Summary for Pond NSW: Inflow Area = 0.804 ac, 25.87% Impervious, Inflow Depth = 3.81" for 100-Year event Inflow = 3.00 cfs @ 12.23 hrs, Volume= 0.255 af Outflow = 1.84 cfs @ 12.51 hrs, Volume= 0.255 af, Atten= 39%, Lag= 16.6 min Discarded = 0.02 cfs @ 12.51 hrs, Volume= 0.005 af Primary = 1.82 cfs @ 12.51 hrs, Volume= 0.250 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,023.27' @ 12.51 hrs Surf.Area= 4,931 sf Storage= 1,968 cf Plug-Flow detention time= 13.4 min calculated for 0.255 af (100% of inflow) Center-of-Mass det. time= 13.4 min ( 825.5 - 812.1 ) Volume Invert Avail.Storage Storage Description #1 1,022.10' 3,075 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,021.00' 165 cf 4.00'W x 110.00'L x 1.25'H Prismatoid 550 cf Overall x 30.0% Voids 3,240 cf Total Available Storage MSE 24-hr 3 100-Year Rainfall=7.18"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 36HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,022.10 50 0 0 1,022.50 800 170 170 1,023.00 2,160 740 910 1,023.50 6,500 2,165 3,075 Device Routing Invert Outlet Devices #1 Discarded 1,021.00'0.200 in/hr Exfiltration over Surface area #2 Device 3 1,021.00'6.0" Round Culvert L= 110.0' Ke= 0.500 Inlet / Outlet Invert= 1,021.00' / 1,021.00' S= 0.0000 '/' Cc= 0.900 n= 0.020, Flow Area= 0.20 sf #3 Primary 1,021.00'8.0" Round Culvert L= 20.0' Ke= 0.500 Inlet / Outlet Invert= 1,021.00' / 1,020.90' S= 0.0050 '/' Cc= 0.900 n= 0.020, Flow Area= 0.35 sf #4 Device 3 1,022.50'8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.02 cfs @ 12.51 hrs HW=1,023.27' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=1.82 cfs @ 12.51 hrs HW=1,023.27' (Free Discharge) 3=Culvert (Barrel Controls 1.82 cfs @ 5.20 fps) 2=Culvert (Passes < 0.45 cfs potential flow) 4=Orifice/Grate (Passes < 1.47 cfs potential flow) Summary for Pond NWB: NW BASIN Inflow Area = 0.741 ac, 22.94% Impervious, Inflow Depth = 4.86" for 100-Year event Inflow = 3.77 cfs @ 12.32 hrs, Volume= 0.300 af Outflow = 3.69 cfs @ 12.36 hrs, Volume= 0.300 af, Atten= 2%, Lag= 2.4 min Primary = 3.69 cfs @ 12.36 hrs, Volume= 0.300 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,025.68' @ 12.36 hrs Surf.Area= 2,356 sf Storage= 2,542 cf Plug-Flow detention time= 144.2 min calculated for 0.300 af (100% of inflow) Center-of-Mass det. time= 143.8 min ( 948.0 - 804.2 ) Volume Invert Avail.Storage Storage Description #1 1,024.00' 6,535 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,022.00' 360 cf 15.00'W x 40.00'L x 2.00'H Prismatoid 1,200 cf Overall x 30.0% Voids 6,895 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,024.00 840 0 0 1,026.00 1,930 2,770 2,770 1,027.00 2,650 2,290 5,060 1,027.50 3,250 1,475 6,535 MSE 24-hr 3 100-Year Rainfall=7.18"20327-PROPOSED Printed 1/19/2021Prepared by {enter your company name here} Page 37HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 1,021.98'10.0" Round Culvert L= 59.0' Ke= 0.500 Inlet / Outlet Invert= 1,021.98' / 1,021.57' S= 0.0069 '/' Cc= 0.900 n= 0.013, Flow Area= 0.55 sf #2 Device 1 1,025.30'18.0" Horiz. Orifice/Grate C= 0.600 in 27.0" Grate (44% open area) Limited to weir flow at low heads #3 Device 1 1,022.10'6.0" Round Culvert L= 30.0' Ke= 0.500 Inlet / Outlet Invert= 1,022.10' / 1,022.10' S= 0.0000 '/' Cc= 0.900 n= 0.020, Flow Area= 0.20 sf #4 Device 3 1,022.00'1.200 in/hr Exfiltration over Surface area Primary OutFlow Max=3.67 cfs @ 12.36 hrs HW=1,025.68' (Free Discharge) 1=Culvert (Passes 3.67 cfs of 4.03 cfs potential flow) 2=Orifice/Grate (Weir Controls 3.60 cfs @ 2.01 fps) 3=Culvert (Passes 0.07 cfs of 1.04 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.07 cfs) PROPOSED - FROZENEXISTING EX-E EX-N EX-NE EX-S EX-SOUTH (new Subcat) EX-W EX-Y OSNE P-EP-E-So (new Subcat) P-N P-NEB P-NES P-NWB P-OSNS P-S P-W P-Y EX-T T-WET TOT WTLD (new Reach) NEB NE BASIN NSW NWB NW BASIN Routing Diagram for 20327-Snow Prepared by {enter your company name here}, Printed 1/19/2021 HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 20327-Snow Printed 1/19/2021Prepared by {enter your company name here} Page 2HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 1.243 98 (EX-N, EX-S, EX-SOUTH, EX-Y, OSNE, P-E-So, P-NEB, P-NES, P-NWB, P-OSNS, P-S, P-Y) 1.098 98 >75% Grass cover, Good, HSG B (OSNE, P-NES, P-OSNS, P-Y) 1.522 98 >75% Grass cover, Good, HSG C (EX-Y, P-E, P-N, P-NEB, P-NWB, P-S, P-W) 1.117 98 GRASS, SOME WOODS (EX-N) 0.288 98 WOODS/GRASS (EX-S) 0.106 98 Woods, Good, HSG C (EX-E, EX-NE) 2.240 98 Woods/grass comb., Good, HSG C (EX-SOUTH, EX-W, P-E-So) 20327-Snow Printed 1/19/2021Prepared by {enter your company name here} Page 3HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) 1 NEB 1,022.00 1,021.57 62.0 0.0069 0.013 0.0 10.0 0.0 2 NEB 1,022.10 1,022.10 30.0 0.0000 0.020 0.0 6.0 0.0 3 NSW 1,021.00 1,021.00 110.0 0.0000 0.020 0.0 6.0 0.0 4 NSW 1,021.00 1,020.90 20.0 0.0050 0.020 0.0 8.0 0.0 5 NWB 1,021.98 1,021.57 59.0 0.0069 0.013 0.0 10.0 0.0 6 NWB 1,022.10 1,022.10 30.0 0.0000 0.020 0.0 6.0 0.0 Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=420327-Snow Printed 1/19/2021Prepared by {enter your company name here} Page 4HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX-E: Runoff = 0.04 cfs @ 121.32 hrs, Volume= 0.044 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Description * 0.053 98 Woods, Good, HSG C 0.053 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 45 0.0550 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.84" Summary for Subcatchment EX-N: Runoff = 0.83 cfs @ 121.50 hrs, Volume= 1.038 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Description * 0.134 98 * 1.117 98 GRASS, SOME WOODS 1.251 98 Weighted Average 1.251 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 300 0.0800 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment EX-NE: Runoff = 0.04 cfs @ 121.32 hrs, Volume= 0.044 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Description * 0.053 98 Woods, Good, HSG C 0.053 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 45 0.0550 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.84" Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=420327-Snow Printed 1/19/2021Prepared by {enter your company name here} Page 5HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX-S: Runoff = 0.22 cfs @ 121.43 hrs, Volume= 0.271 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Description * 0.039 98 * 0.288 98 WOODS/GRASS 0.327 98 Weighted Average 0.327 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.5 75 0.0350 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.84" Summary for Subcatchment EX-SOUTH: (new Subcat) Runoff = 0.72 cfs @ 121.35 hrs, Volume= 0.880 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Description * 0.137 98 * 0.923 98 Woods/grass comb., Good, HSG C 1.060 98 Weighted Average 1.060 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 100 0.0770 0.19 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 0.6 80 0.2000 2.24 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.4 180 Total Summary for Subcatchment EX-W: Runoff = 0.26 cfs @ 121.47 hrs, Volume= 0.328 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4 Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=420327-Snow Printed 1/19/2021Prepared by {enter your company name here} Page 6HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Area (ac) CN Description * 0.395 98 Woods/grass comb., Good, HSG C 0.395 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.5 240 0.0800 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment EX-Y: Runoff = 0.06 cfs @ 121.44 hrs, Volume= 0.076 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Description * 0.026 98 * 0.065 98 >75% Grass cover, Good, HSG C 0.091 98 Weighted Average 0.091 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.3 110 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment OSNE: Runoff = 0.38 cfs @ 121.52 hrs, Volume= 0.480 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Description * 0.092 98 * 0.486 98 >75% Grass cover, Good, HSG B 0.578 98 Weighted Average 0.578 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 70 0.0550 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 13.9 200 0.1000 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 21.5 270 Total Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=420327-Snow Printed 1/19/2021Prepared by {enter your company name here} Page 7HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-E: Runoff = 0.03 cfs @ 121.32 hrs, Volume= 0.040 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Description * 0.048 98 >75% Grass cover, Good, HSG C 0.048 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Summary for Subcatchment P-E-So: (new Subcat) Runoff = 0.72 cfs @ 121.35 hrs, Volume= 0.880 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Description * 0.138 98 * 0.922 98 Woods/grass comb., Good, HSG C 1.060 98 Weighted Average 1.060 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 100 0.0770 0.19 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 0.6 80 0.2000 2.24 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.4 180 Total Summary for Subcatchment P-N: Runoff = 0.09 cfs @ 121.28 hrs, Volume= 0.110 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Description * 0.000 98 * 0.132 98 >75% Grass cover, Good, HSG C 0.132 98 Weighted Average 0.132 100.00% Impervious Area Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=420327-Snow Printed 1/19/2021Prepared by {enter your company name here} Page 8HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.5 60 0.1500 0.22 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment P-NEB: Runoff = 0.46 cfs @ 121.40 hrs, Volume= 0.568 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Description * 0.185 98 * 0.499 98 >75% Grass cover, Good, HSG C 0.684 98 Weighted Average 0.684 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 200 0.1250 0.26 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment P-NES: Runoff = 0.12 cfs @ 121.35 hrs, Volume= 0.149 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Description * 0.116 98 * 0.063 98 >75% Grass cover, Good, HSG B 0.179 98 Weighted Average 0.179 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 30 0.0500 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 0.6 35 0.0200 1.05 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.84" 4.4 30 0.0400 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 9.0 95 Total Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=420327-Snow Printed 1/19/2021Prepared by {enter your company name here} Page 9HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-NWB: Runoff = 0.49 cfs @ 121.53 hrs, Volume= 0.615 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Description * 0.170 98 * 0.571 98 >75% Grass cover, Good, HSG C 0.741 98 Weighted Average 0.741 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 250 0.0480 0.19 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment P-OSNS: Runoff = 0.42 cfs @ 121.52 hrs, Volume= 0.519 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Description * 0.092 98 * 0.533 98 >75% Grass cover, Good, HSG B 0.625 98 Weighted Average 0.625 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 70 0.0550 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 13.9 200 0.1000 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" 21.5 270 Total Summary for Subcatchment P-S: Runoff = 0.16 cfs @ 121.32 hrs, Volume= 0.198 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4 Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=420327-Snow Printed 1/19/2021Prepared by {enter your company name here} Page 10HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Area (ac) CN Description * 0.055 98 * 0.183 98 >75% Grass cover, Good, HSG C 0.238 98 Weighted Average 0.238 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Summary for Subcatchment P-W: Runoff = 0.02 cfs @ 121.21 hrs, Volume= 0.020 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Description * 0.024 98 >75% Grass cover, Good, HSG C 0.024 100.00% Impervious Area Summary for Subcatchment P-Y: Runoff = 0.05 cfs @ 121.42 hrs, Volume= 0.062 af, Depth= 9.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4 Area (ac) CN Description * 0.059 98 * 0.016 98 >75% Grass cover, Good, HSG B 0.075 98 Weighted Average 0.075 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.1 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Reach EX-T: Inflow Area = 3.808 ac,100.00% Impervious, Inflow Depth = 9.96" for 100 Yr/10 Day Snowmelt event Inflow = 2.53 cfs @ 121.44 hrs, Volume= 3.160 af Outflow = 2.53 cfs @ 121.44 hrs, Volume= 3.160 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=420327-Snow Printed 1/19/2021Prepared by {enter your company name here} Page 11HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Reach T-WET: Inflow Area = 2.385 ac,100.00% Impervious, Inflow Depth = 9.75" for 100 Yr/10 Day Snowmelt event Inflow = 1.56 cfs @ 121.52 hrs, Volume= 1.938 af Outflow = 1.56 cfs @ 121.52 hrs, Volume= 1.938 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs Summary for Reach TOT: Inflow Area = 3.806 ac,100.00% Impervious, Inflow Depth = 9.83" for 100 Yr/10 Day Snowmelt event Inflow = 2.51 cfs @ 121.44 hrs, Volume= 3.117 af Outflow = 2.51 cfs @ 121.44 hrs, Volume= 3.117 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs Summary for Reach WTLD: (new Reach) Inflow Area = 2.277 ac,100.00% Impervious, Inflow Depth = 9.96" for 100 Yr/10 Day Snowmelt event Inflow = 1.51 cfs @ 121.50 hrs, Volume= 1.890 af Outflow = 1.51 cfs @ 121.50 hrs, Volume= 1.890 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs Summary for Pond NEB: NE BASIN Inflow Area = 0.684 ac,100.00% Impervious, Inflow Depth = 9.96" for 100 Yr/10 Day Snowmelt event Inflow = 0.46 cfs @ 121.40 hrs, Volume= 0.568 af Outflow = 0.46 cfs @ 121.44 hrs, Volume= 0.567 af, Atten= 0%, Lag= 2.2 min Primary = 0.46 cfs @ 121.44 hrs, Volume= 0.567 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs Peak Elev= 1,026.09' @ 121.44 hrs Surf.Area= 1,241 sf Storage= 1,414 cf Plug-Flow detention time= 311.5 min calculated for 0.567 af (100% of inflow) Center-of-Mass det. time= 309.3 min ( 7,677.0 - 7,367.7 ) Volume Invert Avail.Storage Storage Description #1 1,024.00' 4,350 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,022.00' 144 cf 8.00'W x 30.00'L x 2.00'H Prismatoid 480 cf Overall x 30.0% Voids 4,494 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,024.00 220 0 0 1,026.00 960 1,180 1,180 1,026.50 1,185 536 1,716 1,027.00 1,450 659 2,375 1,028.00 2,500 1,975 4,350 Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=420327-Snow Printed 1/19/2021Prepared by {enter your company name here} Page 12HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 1,022.00'10.0" Round Culvert L= 62.0' Ke= 0.500 Inlet / Outlet Invert= 1,022.00' / 1,021.57' S= 0.0069 '/' Cc= 0.900 n= 0.013, Flow Area= 0.55 sf #2 Device 1 1,026.00'18.0" Horiz. Orifice/Grate C= 0.600 in 26.0" Grate (48% open area) Limited to weir flow at low heads #3 Device 4 1,022.00'1.200 in/hr Exfiltration over Surface area #4 Device 1 1,022.10'6.0" Round Culvert L= 30.0' Ke= 0.500 Inlet / Outlet Invert= 1,022.10' / 1,022.10' S= 0.0000 '/' Cc= 0.900 n= 0.020, Flow Area= 0.20 sf Primary OutFlow Max=0.46 cfs @ 121.44 hrs HW=1,026.09' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.46 cfs of 4.21 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.43 cfs @ 0.99 fps) 4=Culvert (Passes 0.03 cfs of 1.10 cfs potential flow) 3=Exfiltration (Exfiltration Controls 0.03 cfs) Summary for Pond NSW: Inflow Area = 0.804 ac,100.00% Impervious, Inflow Depth = 9.96" for 100 Yr/10 Day Snowmelt event Inflow = 0.53 cfs @ 121.47 hrs, Volume= 0.667 af Outflow = 0.53 cfs @ 121.58 hrs, Volume= 0.667 af, Atten= 1%, Lag= 6.2 min Discarded = 0.01 cfs @ 121.58 hrs, Volume= 0.041 af Primary = 0.52 cfs @ 121.58 hrs, Volume= 0.627 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs Peak Elev= 1,022.59' @ 121.58 hrs Surf.Area= 1,474 sf Storage= 414 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 17.8 min ( 7,391.1 - 7,373.3 ) Volume Invert Avail.Storage Storage Description #1 1,022.10' 3,075 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,021.00' 165 cf 4.00'W x 110.00'L x 1.25'H Prismatoid 550 cf Overall x 30.0% Voids 3,240 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,022.10 50 0 0 1,022.50 800 170 170 1,023.00 2,160 740 910 1,023.50 6,500 2,165 3,075 Device Routing Invert Outlet Devices #1 Discarded 1,021.00'0.200 in/hr Exfiltration over Surface area #2 Device 3 1,021.00'6.0" Round Culvert L= 110.0' Ke= 0.500 Inlet / Outlet Invert= 1,021.00' / 1,021.00' S= 0.0000 '/' Cc= 0.900 n= 0.020, Flow Area= 0.20 sf #3 Primary 1,021.00'8.0" Round Culvert L= 20.0' Ke= 0.500 Inlet / Outlet Invert= 1,021.00' / 1,020.90' S= 0.0050 '/' Cc= 0.900 n= 0.020, Flow Area= 0.35 sf Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=420327-Snow Printed 1/19/2021Prepared by {enter your company name here} Page 13HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC #4 Device 3 1,022.50'8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.01 cfs @ 121.58 hrs HW=1,022.59' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.52 cfs @ 121.58 hrs HW=1,022.59' TW=0.00' (Dynamic Tailwater) 3=Culvert (Passes 0.52 cfs of 1.41 cfs potential flow) 2=Culvert (Barrel Controls 0.35 cfs @ 1.78 fps) 4=Orifice/Grate (Weir Controls 0.17 cfs @ 0.96 fps) Summary for Pond NWB: NW BASIN Inflow Area = 0.741 ac,100.00% Impervious, Inflow Depth = 9.96" for 100 Yr/10 Day Snowmelt event Inflow = 0.49 cfs @ 121.53 hrs, Volume= 0.615 af Outflow = 0.49 cfs @ 121.60 hrs, Volume= 0.615 af, Atten= 0%, Lag= 3.9 min Primary = 0.49 cfs @ 121.60 hrs, Volume= 0.615 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs Peak Elev= 1,025.39' @ 121.60 hrs Surf.Area= 2,199 sf Storage= 2,057 cf Plug-Flow detention time= 238.1 min calculated for 0.615 af (100% of inflow) Center-of-Mass det. time= 232.9 min ( 7,609.4 - 7,376.5 ) Volume Invert Avail.Storage Storage Description #1 1,024.00' 6,535 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,022.00' 360 cf 15.00'W x 40.00'L x 2.00'H Prismatoid 1,200 cf Overall x 30.0% Voids 6,895 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,024.00 840 0 0 1,026.00 1,930 2,770 2,770 1,027.00 2,650 2,290 5,060 1,027.50 3,250 1,475 6,535 Device Routing Invert Outlet Devices #1 Primary 1,021.98'10.0" Round Culvert L= 59.0' Ke= 0.500 Inlet / Outlet Invert= 1,021.98' / 1,021.57' S= 0.0069 '/' Cc= 0.900 n= 0.013, Flow Area= 0.55 sf #2 Device 1 1,025.30'18.0" Horiz. Orifice/Grate C= 0.600 in 27.0" Grate (44% open area) Limited to weir flow at low heads #3 Device 1 1,022.10'6.0" Round Culvert L= 30.0' Ke= 0.500 Inlet / Outlet Invert= 1,022.10' / 1,022.10' S= 0.0000 '/' Cc= 0.900 n= 0.020, Flow Area= 0.20 sf #4 Device 3 1,022.00'1.200 in/hr Exfiltration over Surface area Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=420327-Snow Printed 1/19/2021Prepared by {enter your company name here} Page 14HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC Primary OutFlow Max=0.49 cfs @ 121.60 hrs HW=1,025.39' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.49 cfs of 3.85 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.43 cfs @ 0.99 fps) 3=Culvert (Passes 0.06 cfs of 0.99 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.06 cfs) Appendix B MIDS Reports Project Information Calculator Version: Version 3: January 2017 Project Name: Deerhaven User Name / Company Name: Loucks Date: 10/12/2020 Project Description: Construction Permit?: No Site Information Retention Requirement (inches):1. Site's Zip Code: 55331 Annual Rainfall (inches):29.6 Phosphorus EMC (mg/l): 0.3 TSS EMC (mg/l):54.5 Total Site Area Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space - Undisturbed, protected forest/open space or reforested land 0 Managed Turf - disturbed, graded for yards or other turf to be mowed/managed 00 Impervious Area (acres) .554 Total Area (acres) 0.554 Site Areas Routed to BMPs Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space - Undisturbed, protected forest/open space or reforested land 0 Managed Turf - disturbed, graded for yards or other turf to be mowed/managed 0 Impervious Area (acres) 0.544 Total Area (acres) 0.544 Summary Information Performance Goal Requirement Performance goal volume retention requirement: 2011 ft3 Volume removed by BMPs towards performance goal: 1975 ft³ Percent volume removed towards performance goal 98 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 1.1684 acre-ft Annual runoff volume removed by BMPs: 1.0694 acre-ft Percent annual runoff volume removed: 92 % Post development annual particulate P load: 0.524 lbs Annual particulate P removed by BMPs: 0.48 lbs Post development annual dissolved P load: 0.429 lbs Annual dissolved P removed by BMPs: 0.393 lbs Percent annual total phosphorus removed: 92 % Post development annual TSS load: 173.2 lbs Annual TSS removed by BMPs: 158.5 lbs Percent annual TSS removed: 92 % BMP Summary Performance Goal Summar y BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) 1 - Infiltration basin/Infiltration trench (abo 2025 1975 1975 0 100 Annual Volume Summary BMP Name Volume From Direct Watershed (acre-ft) Volume From Upstream BMPs (acre-ft) Volume Retained (acre-ft) Volume outflow (acre-ft) Percent Retained (%) 1 - Infiltration basin/Infiltration trench (abo 1.1473 0 1.0694 0.0779000000 93 Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 - Infiltration basin/Infiltration trench (abo 0.5149 0 0.48 0.0349 93 Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 - Infiltration basin/Infiltration trench (abo 0.4213 0 0.3927 0.0286 93 TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 - Infiltration basin/Infiltration trench (abo 170.08 0 158.54 11.54 93 BMP Schematic Project Information Calculator Version: Version 3: January 2017 Project Name: Deerhaven User Name / Company Name: Loucks Date: 10/12/2020 Project Description: Construction Permit?: No Site Information Retention Requirement (inches):1.1 Site's Zip Code: 55331 Annual Rainfall (inches):29.6 Phosphorus EMC (mg/l): 0.3 TSS EMC (mg/l):54.5 Total Site Area Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space - Undisturbed, protected forest/open space or reforested land 0 Managed Turf - disturbed, graded for yards or other turf to be mowed/managed 1.666 1.666 Impervious Area (acres) .563 Total Area (acres) 2.229 Site Areas Routed to BMPs Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space - Undisturbed, protected forest/open space or reforested land 0 Managed Turf - disturbed, graded for yards or other turf to be mowed/managed 1.666 1.666 Impervious Area (acres) 0.563 Total Area (acres) 2.229 Summary Information Performance Goal Requirement Performance goal volume retention requirement: 2248 ft3 Volume removed by BMPs towards performance goal: 554 ft³ Percent volume removed towards performance goal 25 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 2.001 acre-ft Annual runoff volume removed by BMPs: 0.5891 acre-ft Percent annual runoff volume removed: 29 % Post development annual particulate P load: 0.898 lbs Annual particulate P removed by BMPs: 0.788 lbs Post development annual dissolved P load: 0.735 lbs Annual dissolved P removed by BMPs: 0.266 lbs Percent annual total phosphorus removed: 65 % Post development annual TSS load: 296.6 lbs Annual TSS removed by BMPs: 240 lbs Percent annual TSS removed: 81 % BMP Summary Performance Goal Summar y BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) 1 - Bioretention basin (with underdrain)376 679 376 302 55 2 - Bioretention basin (with underdrain)178 739 178 561 24 1 - Sand filter 0 831 0 831 0 Annual Volume Summary BMP Name Volume From Direct Watershed (acre-ft) Volume From Upstream BMPs (acre-ft) Volume Retained (acre-ft) Volume outflow (acre-ft) Percent Retained (%) 1 - Bioretention basin (with underdrain)0.6374 0 0.3592 0.2782 56 2 - Bioretention basin (with underdrain)0.6339 0 0.23 0.4039 36 1 - Sand filter 0.7298 0 0 0.7298 0 Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 - Bioretention basin (with underdrain)0.2861 0 0.2611 0.025 91 2 - Bioretention basin (with underdrain)0.2845 0 0.2482 0.0363 87 1 - Sand filter 0.3275 0 0.2784 0.0491 85 Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 - Bioretention basin (with underdrain)0.2341 0 0.1524 0.0817 65 2 - Bioretention basin (with underdrain)0.2328 0 0.1141 0.1187 49 1 - Sand filter 0.268 0 0 0.268 0 TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 - Bioretention basin (with underdrain)94.49 0 77.99 16.5 83 2 - Bioretention basin (with underdrain)93.97 0 70.02 23.95 75 1 - Sand filter 108.18 0 91.95 16.23 85 BMP Schematic Project Information Calculator Version: Version 3: January 2017 Project Name: Deerhaven User Name / Company Name: Loucks Date: 10/12/2020 Project Description: Construction Permit?: No Site Information Retention Requirement (inches):1.1 Site's Zip Code: 55331 Annual Rainfall (inches):29.6 Phosphorus EMC (mg/l): 0.3 TSS EMC (mg/l):54.5 Total Site Area Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space - Undisturbed, protected forest/open space or reforested land 0 Managed Turf - disturbed, graded for yards or other turf to be mowed/managed 00 Impervious Area (acres) .28 Total Area (acres) 0.28 Site Areas Routed to BMPs Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space - Undisturbed, protected forest/open space or reforested land 0 Managed Turf - disturbed, graded for yards or other turf to be mowed/managed 0 Impervious Area (acres) 0.2795 Total Area (acres) 0.2795 Summary Information Performance Goal Requirement Performance goal volume retention requirement: 1118 ft3 Volume removed by BMPs towards performance goal: 515 ft³ Percent volume removed towards performance goal 46 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 0.5905 acre-ft Annual runoff volume removed by BMPs: 0.3035 acre-ft Percent annual runoff volume removed: 51 % Post development annual particulate P load: 0.265 lbs Annual particulate P removed by BMPs: 0.244 lbs Post development annual dissolved P load: 0.217 lbs Annual dissolved P removed by BMPs: 0.116 lbs Percent annual total phosphorus removed: 75 % Post development annual TSS load: 87.5 lbs Annual TSS removed by BMPs: 78.5 lbs Percent annual TSS removed: 90 % BMP Summary Performance Goal Summar y BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) 1 - Bioretention basin (with underdrain)376 337 337 0 100 2 - Bioretention basin (with underdrain)178 367 178 189 48 1 - Sand filter 0 411 0 411 0 Annual Volume Summary BMP Name Volume From Direct Watershed (acre-ft) Volume From Upstream BMPs (acre-ft) Volume Retained (acre-ft) Volume outflow (acre-ft) Percent Retained (%) 1 - Bioretention basin (with underdrain)0.1782 0 0.1665 0.0117 93 2 - Bioretention basin (with underdrain)0.194 0 0.137 0.057 71 1 - Sand filter 0.2172 0 0 0.2172 0 Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 - Bioretention basin (with underdrain)0.08 0 0.079 0.001 99 2 - Bioretention basin (with underdrain)0.0871 0 0.082 0.0051 94 1 - Sand filter 0.0975 0 0.0829 0.0146 85 Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 - Bioretention basin (with underdrain)0.0654 0 0.062 0.0034 95 2 - Bioretention basin (with underdrain)0.0712 0 0.0545 0.0167 76 1 - Sand filter 0.0798 0 0 0.0798 0 TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 - Bioretention basin (with underdrain)26.42 0 25.73 0.6900000000 97 2 - Bioretention basin (with underdrain)28.76 0 25.38 3.38 88 1 - Sand filter 32.2 0 27.37 4.83 85 BMP Schematic Figures Existing & Proposed Drainage Exhibit Geotechnical Report OFF WEST17,221 SFOFF EAST2,304 SFOFF SOUTH14,231 SFIMP: 1,704 SFOFF NORTH54,507 SFIMP: 5,852 SFOFFSITE NORTHEAST25,220 SFIMP: 4,018 SFOFF YOSEMITE3,669 SFIMP: 1,113 SFOFFSITE YOSEMITE289 SFIMP: 0 SFOFF NORTHEAST2,300 SFEX. SOUTH46,184 SFIMP: 5,984 SFNSCALE IN FEET 0 30 60 CADD files prepared by the Consultant for this project are instruments of the Consultant professional services for use solely with respect to this project. These CADD files shall not be used on other projects, for additions to this project, or for completion of this project by others without written approval by the Consultant. With the Consultant's approval, others may be permitted to obtain copies of the CADD drawing files for information and reference only. All intentional or unintentional revisions, additions, or deletions to these CADD files shall be made at the full risk of that party making such revisions, additions or deletions and that party shall hold harmless and indemnify the Consultant from any & all responsibilities, claims, and liabilities. PLANNING CIVIL ENGINEERING LAND SURVEYING LANDSCAPE ARCHITECTURE ENVIRONMENTAL 7200 Hemlock Lane, Suite 300 Maple Grove, MN 55369 763.424.5505 www.loucksinc.com Plotted: 01 /19 / 2021 4:12 PMW:\2020\20327\HYDROLOGY\CAD\H1-1 EXISTING DRAINGEOUCKSL QUALITY CONTROL PROFESSIONAL SIGNATURE SUBMITTAL/REVISIONS CADD QUALIFICATION DEER HAVEN CHANHASSEN, MN KEN ASHFELD 6480 YOSEMITE AVE. CHANHASSEN, MN 55331 11-09-20 PRELIMINARY SUBMITTAL 01-08-21 LOT LINES & GRADING C0-1 COVER SHEET C1-1 EXISTING CONDITIONS PLAN C1-2 DEMOLITION PLAN C2-1 SITE PLAN C3-1 GRADING & DRAINAGE PLAN C3-2 SWPP PLAN C3-3 SWPP NOTES & DETAILS C4-1 UTILITY PLAN C8-1 DETAIL SHEET L1-1 TREE CANOPY PLAN L2-1 LANDSCAPE PLAN L3-1 LANDSCAPE DETAILS Review Date SHEET INDEX License No. Date I hereby certify that this plan, specification or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. Todd W. McLouth - PE Project Lead Drawn By Checked By Loucks Project No. 20383 20327 TWM TRG TWM 11-09-20 11-09-20 Review Date SHEET INDEX License No. Date I hereby certify that this plan, specification or report was prepared by me or under my direct supervision and that I am a duly Licensed Landscape Architect under the laws of the State of Minnesota. Gregory A. Johnson - LA Project Lead Drawn By Checked By Loucks Project No. 24610 20327 TWM GAJ TWM 11-09-20 11-09-20PRELI MI N A R Y EXISTING DRAINAGE AREAS H1-1 TOLL FREE: 1-800-252-1166 TWIN CITY AREA: 651-454-0002 Gopher State One Call CALL BEFORE YOU DIG! WARNING: THE CONTRACTOR SHALL BE RESPONSIBLE FOR CALLING FOR LOCATIONS OF ALL EXISTING UTILITIES. THEY SHALL COOPERATE WITH ALL UTILITY COMPANIES IN MAINTAINING THEIR SERVICE AND / OR RELOCATION OF LINES. THE CONTRACTOR SHALL CONTACT GOPHER STATE ONE CALL AT 651-454-0002 AT LEAST 48 HOURS IN ADVANCE FOR THE LOCATIONS OF ALL UNDERGROUND WIRES, CABLES, CONDUITS, PIPES, MANHOLES, VALVES OR OTHER BURIED STRUCTURES BEFORE DIGGING. THE CONTRACTOR SHALL REPAIR OR REPLACE THE ABOVE WHEN DAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER. 1046 1038 1046 1040.5 FBWO 1040.5 1032.5 FBWO FBWO 1036.7 1036.7 1028.7 1026.50EOF 1027.0 EOF NE Basin29,816 SFIMP: 8,066 SFNW Basin32,301 SFIMP: 7,500 SFOFF NORTH5,759 SFIMP: 0 SFOFF EAST2,076 SFIMP: 0 SFOFF SOUTH10,366 SFIMP: 2,416 SFOFF WEST1051 SF21.0OFFSITE NORTH SWALE25,509 SFIMP: 4,018 SFNORTH SWALE1,731 SFIMP: 0 SFOFF YOSEMITE3,255 SFIMP: 2,558 SFNORTHEAST SWALE7,805 SFIMP: 5,050 SF10441042 104010381036 1038 1040 103410321044 104210401040 1038 10361034 1032 10301034 1032 1030 10281034EX. SOUTH46,184 SFIMP: 5,997 SFNSCALE IN FEET 0 30 60 CADD files prepared by the Consultant for this project are instruments of the Consultant professional services for use solely with respect to this project. These CADD files shall not be used on other projects, for additions to this project, or for completion of this project by others without written approval by the Consultant. With the Consultant's approval, others may be permitted to obtain copies of the CADD drawing files for information and reference only. All intentional or unintentional revisions, additions, or deletions to these CADD files shall be made at the full risk of that party making such revisions, additions or deletions and that party shall hold harmless and indemnify the Consultant from any & all responsibilities, claims, and liabilities. PLANNING CIVIL ENGINEERING LAND SURVEYING LANDSCAPE ARCHITECTURE ENVIRONMENTAL 7200 Hemlock Lane, Suite 300 Maple Grove, MN 55369 763.424.5505 www.loucksinc.com Plotted: 01 /19 / 2021 4:15 PMW:\2020\20327\HYDROLOGY\CAD\H2-1 PROPOSED HYDROLOGY PLANOUCKSL QUALITY CONTROL PROFESSIONAL SIGNATURE SUBMITTAL/REVISIONS CADD QUALIFICATION DEER HAVEN CHANHASSEN, MN KEN ASHFELD 6480 YOSEMITE AVE. CHANHASSEN, MN 55331 11-09-20 PRELIMINARY SUBMITTAL 01-08-21 LOT LINES & GRADING C0-1 COVER SHEET C1-1 EXISTING CONDITIONS PLAN C1-2 DEMOLITION PLAN C2-1 SITE PLAN C3-1 GRADING & DRAINAGE PLAN C3-2 SWPP PLAN C3-3 SWPP NOTES & DETAILS C4-1 UTILITY PLAN C8-1 DETAIL SHEET L1-1 TREE CANOPY PLAN L2-1 LANDSCAPE PLAN L3-1 LANDSCAPE DETAILS Review Date SHEET INDEX License No. Date I hereby certify that this plan, specification or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. Todd W. McLouth - PE Project Lead Drawn By Checked By Loucks Project No. 20383 20327 TWM TRG TWM 11-09-20 11-09-20 Review Date SHEET INDEX License No. Date I hereby certify that this plan, specification or report was prepared by me or under my direct supervision and that I am a duly Licensed Landscape Architect under the laws of the State of Minnesota. Gregory A. Johnson - LA Project Lead Drawn By Checked By Loucks Project No. 24610 20327 TWM GAJ TWM 11-09-20 11-09-20PRELI MI N A R Y PROPOSED DRAINAGE AREAS H2-1 TOLL FREE: 1-800-252-1166 TWIN CITY AREA: 651-454-0002 Gopher State One Call CALL BEFORE YOU DIG! WARNING: THE CONTRACTOR SHALL BE RESPONSIBLE FOR CALLING FOR LOCATIONS OF ALL EXISTING UTILITIES. THEY SHALL COOPERATE WITH ALL UTILITY COMPANIES IN MAINTAINING THEIR SERVICE AND / OR RELOCATION OF LINES. THE CONTRACTOR SHALL CONTACT GOPHER STATE ONE CALL AT 651-454-0002 AT LEAST 48 HOURS IN ADVANCE FOR THE LOCATIONS OF ALL UNDERGROUND WIRES, CABLES, CONDUITS, PIPES, MANHOLES, VALVES OR OTHER BURIED STRUCTURES BEFORE DIGGING. THE CONTRACTOR SHALL REPAIR OR REPLACE THE ABOVE WHEN DAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER. December 8, 2020 HGTS Project Number: 20-0993 Mr. Ken Ashfeld 6480 Yosemite Avenue Chanhassen, MN 55331 Re: Geotechnical Exploration Report, Proposed Deer Haven Residential Development, Chanhassen, Minnesota Dear Mr. Ashfeld: We have completed the geotechnical exploration report for the proposed Deer Haven residential development in Chanhassen, Minnesota. A brief summary of our results and recommendations is presented below. Specific details regarding our procedures, results and recommendations follow in the attached geotechnical exploration report. Four (4) soil borings were completed for this project that encountered a pavement section, aggregate bae or topsoil overlying native sandy lean clay or clayey sand glacial till deposits that extended to the termination depths of the soil borings. The exception was soil boring SB- 2 which encountered Fill below the pavement section that extended to a depth of about 6 feet. Groundwater was not encountered in the soil borings while drilling and sampling or after removal of the auger from the boreholes. The vegetation, topsoil, Fill and pavement are not suitable for foundation, roadway or utility support and will need to be removed and replaced with suitable compacted engineered fill. In our opinion, the underlying native glacial till soils are suitable for the construction of the proposed residential development. With the building pads prepared as recommended, it is our opinion that the foundations for the proposed buildings can be designed for a net allowable soil bearing capacity up to 2,000 pounds per square foot. 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 612-729-2959. Sincerely, Haugo GeoTechnical Services Jesse Miller, E.I.T. Paul Gionfriddo, P.E. Staff Engineer Senior Engineer GEOTECHNICAL EXPLORATION REPORT PROJECT: Proposed Residential Development Deer Haven Chanhassen, Minnesota PREPARED FOR: Mr. Ken Ashfeld 6480 Yosemite Avenue Chanhassen, MN 55331 PREPARED BY: Haugo GeoTechnical Services 2825 Cedar Avenue South Minneapolis, Minnesota 55407 Haugo GeoTechnical Services Project: 20-0993 December 8, 2020 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. Paul Gionfriddo, P.E. Senior Engineer License Number: 23093 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 Testing 4 3.4 OSHA Soil Classification 4 4.0 DISCUSSION AND RECOMMENDATIONS 4 4.1 Proposed Construction 4 4.2 Discussion 5 4.3 Site Grading Recommendations 6 4.4 Dewatering 7 4.5 Interior Slabs 7 4.6 Below Grade Walls 8 4.7 Retaining Walls 8 4.8 Exterior Slabs 9 4.9 Site Grading and Drainage 9 4.10 Utilities 9 4.11 Bituminous Pavements 10 4.12 Materials and Compaction 11 4.13 Stormwater Ponds 11 5.0 CONSTRUCTION CONSIDERATIONS 11 5.1 Excavation 11 5.2 Observations 12 5.3 Backfill and Fills 12 5.4 Testing 12 5.5 Winter Construction 12 6.0 PROCEDURES 12 6.1 Soil Classification 12 6.2 Groundwater Observations 12 7.0 GENERAL 13 7.1 Subsurface Variations 13 7.2 Review of Design 13 7.3 Groundwater Fluctuations 13 7.4 Use of Report 13 7.5 Level of Care 14 APPENDIX Boring Location Sketch, Figure 1 Soil Boring Logs, SB-1 thru SB-4 Descriptive Terminology 1 1.0 INTRODUCTION 1.1 Project Description Mr. Ken Ashfeld is proposing to construct the Deer Haven residential development in Chanhassen, Minnesota and retained Haugo GeoTechnical Services (HGTS) to perform a geotechnical exploration to evaluate the suitability of site soil conditions to support the proposed development. We understand the project will include 3 preparing house pads for single-family homes along with the associated street, underground utilities and stormwater ponds. 1.2 Purpose The purpose of this geotechnical exploration was to characterize subsurface soil and groundwater conditions and provide recommendations for site grading and foundation design and construction of the proposed development. 1.3 Site Description The project site is generally located west of Yosemite Avenue south of Ringneck Drive in Chanhassen, Minnesota. At the time of our exploration, the project site was composed of two adjoining parcels that total approximately 2.81-acres and contained an existing bituminous driveway that extended through the site to one of the neighboring homes. The site was generally landscaped and contained several trees throughout the property. The site topography was generally sloped downhill to the north with elevations at the soil boring locations ranging from about 1022 ½ to 1028 ½ feet above mean sea level (MSL). 1.4 Scope of Services Our services were performed in accordance with the Haugo GeoTechnical Services proposal 20-0993 dated November 2, 2020. Our scope of services was performed under the terms of our General Conditions and limited to the following tasks: • Completing four (4) standard penetration test (SPT) soil borings and extending each to nominal depths of 10 feet. • Sealing the borings in accordance with Minnesota Department of Health requirements. • Obtaining GPS coordinates and ground surface elevations at the soil boring locations. • Visually/manually classifying 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 current soil and groundwater conditions and providing recommendations for foundation design and construction. 2 1.5 Documents Provided To aid in our evaluation, we were provided with a 6-page plan set titled “Deer Haven Chanhassen, MN - Preliminary Submittal: Preliminary Site, Grading Utility, Landscape & Plat” dated October 16, 2020 and prepared by Loucks. The Plan showed a general layout of the proposed residential development along Grading, Utility, Landscape, and Plat design plans. The proposed soil boring locations were shown on Sheet C3.2 of the plan set. Except as described above, no specific architectural or structural plans were provided for the proposed homes. 1.6 Locations and Elevations The soil boring locations were selected by Mr. Ken Ashfeld and/or Loucks. The approximate locations of the soil borings are shown on Figure 1, “Soil Boring Location Sketch,” in the Appendix. The sketch was prepared by HGTS using an aerial image from Google Earth as a base. HGTS obtained the ground surface elevations at the soil boring locations using GPS technology based on the Minnesota County Coordinate System (Carver County). The ground surface elevations and GPS coordinates are shown on Figure 2 in the Appendix. 2.0 FIELD PROCEDURES Four (4) standard penetration test (SPT) borings were advanced on November 12, 2020 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 logs. The samples were sealed in containers and provided to HGTS for testing and soil classification. A field log of each boring was prepared by HGTS. The logs contain 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 represents 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 log 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. 3 The strata changes were inferred from the changes in the samples and auger cuttings. The depths shown as changes between strata are only approximate. The changes are likely transitions, variations can occur beyond the location of the boring. 3.0 RESULTS 3.1 Soil Conditions Soil borings SB-1 and SB-2 were taken within or alongside the existing bituminous driveway. Soil boring SB-1 encountered about 4 inches of apparent aggregate base at the surface and soil boring SB-2 encountered a pavement section consisting of about 2 ½ inches of bituminous overlaying about 4 inches of aggregate base. Borings SB-3 and SB-4 encountered about 1 ½ to 2 feet of lean clay topsoil at the surface that was dark brown to black in color and contained traces of roots. Below the bituminous pavement and aggregate base, soil boring SB-2 encountered existing Fill soils consisting of sandy lean clay that extended to a depth of about 7 feet below the ground surface. The existing Fill soils were dark brown, grey, and black in color. Penetration resistance values (N-Values), shown as blows per foot (bpf) on the boring logs, within the existing clayey Fill soils ranged from 2 to 4 bpf, indicating a soft to rather soft consistency. Beneath the existing pavement, aggregate base, and Fill materials, the soil borings encountered native sandy lean clay and clayey sand glacial till soils that extended to the termination depths of the borings. The native glacial till soils were brown and gray in color and contained traces of gravel. N-Values within the sandy lean clay ranged from 5 to 13 bpf, indicating a rather soft to stiff consistency. N-Values within the clayey sand ranged from 10 to 13 bpf, indicating a loose to medium dense relative density. 3.2 Groundwater Groundwater was not encountered in the soil borings while drilling and sampling or after removal of the auger from the boreholes. Groundwater appears to be below the depths explored by our borings. We do not anticipate that groundwater will be encountered during construction. Water levels were measured on the dates as noted on the boring logs and the period of water level observations was relatively short. Given the cohesive nature of soils encountered, it is possible that insufficient time was available for groundwater to seep into the borings and rise to its hydrostatic level. 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 Testing Laboratory moisture content and P-200 tests were performed on selected samples recovered from the soil borings. Moisture contents ranged from about 14 ½ to 23 percent. These values indicate the soils were likely near or above their assumed optimum soil moisture content. The P-200 content is a measure of the silt and clay sized particles (fines) in the soils which can affect soil infiltration rates. In general. the greater the P-200 content of a sample the less permeable the soils will be. Table 1 below summarizes the results of the laboratory tests. Results of the moisture content tests and P-200 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 (%) * P-200 (%) * SB-1 SS-17 2 ½ 19 - SB-1 SS-19 7 ½ 23 - SB-2 SS-13 5 22 - SB-2 SS-15 10 19 ½ - SB-3 SS-3 5 14 ½ 42.8 SB-4 SS-8 5 20 69 ½ *Moisture content values rounded to the nearest ½ percent. 3.4 OSHA Soil Classification At the anticipated excavation depths, the soil borings encountered sandy lean clay and clayey sand corresponding to the ASTM Classifications CL and SC, respectively. Soils identified as CL will generally be Type B soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines while soils identified as SC will generally be Type C soils. An OSHA-approved qualified person should review the soil classification in the field. Excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P, “Excavations and Trenches.” This document states excavation safety is the responsibility of the contractor. The project specifications should reference these OSHA requirements. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 Proposed Construction Based on the provided Preliminary Submittal Plan, the proposed development will include preparing lots and house pads lots for 3 single-family homes along with the associated street, underground utilities and stormwater ponds. We were not provided information regarding the proposed structures, but we assume they include one or two stories above grade with partial or full basements. We anticipate below grade construction consisting of cast-in-place concrete or masonry block foundation walls supported on concrete spread footings. With above grade construction likely consisting of wood framing, a pitched roof and asphalt shingles. 5 Based on the assumed construction we estimate wall loadings will range from about 2 to 3 kips (1,000 to 2,000 pounds) per lineal foot and column loads, if any will be less than 50 kips (50,000 pounds). We anticipate the lots will be custom graded to accommodate custom built homes. We generally anticipate the homes will be constructed at or near existing site grades so that cuts or fills for permanent grade changes will typically be on the order of 5 feet or less. If the proposed loads exceed these values or if the design or location of the proposed development changes, we should be informed. Additional analyses and revised recommendations may be necessary. 4.2 Discussion It must be noted that soil borings were not requested within the proposed house pad areas. Because of that soil conditions in those areas are unknown and it may be appropriate to conduct additional soil borings and/or test pits to further evaluate soil conditions prior to constructing the new homes. The vegetation, topsoil, pavements and aggregate base are not suitable for foundation, roadway or utility support and will need to be from within those areas and the oversize areas and replaced with suitable compacted engineered fill as needed to attain design grades. The origin of the Fill encountered in boring SB-2 is unknown but was likely placed during construction of the existing roadway and/or underground utilities. The Fill was black, dark brown and grey in color and had a rather soft to soft consistency. Soils that are black in color can be indicative of organic soils or organic materials within the soil which are generally poor- quality materials for roadway and utility support. We anticipate that new utilities will likely be installed to service the proposed homes. The Fill excavated for construction of any new utilities should be further evaluated at the time of construction to determine its suitability for use or reuse for utility and roadway support. Organic soils or soils containing organic materials should be removed and replaced, as needed, to provide adequate utility and pavement support. Moisture contents in the Fill were near 22 percent indicating it was likely above its assumed optimum soil moisture content. Fill soils that will be excavated and reused will likely require some drying to meet the recommend compaction levels. It is our opinion that the underlying native glacial till soils are generally suitable for foundation pavement and utility support. Groundwater was not encountered in the borings while drilling and sampling or after removal of the auger from the boreholes. We do not anticipate that groundwater will be encountered during construction. 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). The following sections provide recommendations for site grading and foundation design and construction. 6 4.3 Site Grading Recommendations Excavation We recommend that all vegetation, topsoil, existing pavement, Fill, and any soft or otherwise unsuitable materials, if encountered, be removed from below the proposed building, roadway, utility and oversize areas. Table 2 below summarizes the anticipated excavation depths at the soil boring locations. As noted in the Discussion Section, soil borings were not completed within the proposed house pad areas and therefore soil conditions are unknown. Because of that the excavation depths presented in Table 2 could vary and could be deeper. Table 2. Anticipated Excavation Depths Boring Number Measured Surface Elevation (feet) Anticipated Excavation Depth (feet)* Anticipated Excavation Elevation (feet)* SB-1 1022.3 ½ (Roadway) 1022 SB-2 1023.3 1 - 6 (Roadway) 1016 ½ SB-3 1028.4 Cut to Grade (Pond) ~ 1024 SB-4 1028.1 Cut to Grade (Pond ~ 1024 * = Excavation and groundwater elevations were rounded to nearest ½ foot. Oversizing In areas where the excavations extend below the proposed footing elevations, the excavations require oversizing. We recommend the perimeter of the excavation be extended a foot outside the proposed footprint for every foot below footing grade (1H:1V oversizing). The purpose of the oversizing is to provide lateral support of the foundation. Fill Material Fill required to attain site grades may consist of any debris-free, non-organic mineral soil. The on-site native glacial till soils appear generally suitable for reuse as structural fill, provided they are free of organic matter or other deleterious material. We recommend that fill or backfill placed in wet excavations or within 2 feet of the groundwater table, if encountered, consist of granular soil (sand) with less than 5 percent passing the number 200 sieve and at least 50 percent retained on the number 40 sieve. Laboratory moisture contents of the clayey soils ranged from about 14 ½ to 23 percent. These values indicate the soils were likely near or above their assumed optimum soil moisture content. Clayey soil that will be reused as fill or backfill could require moisture conditioning (drying) to meet the recommended compaction levels. Summer months are typically more favorable for drying wet soil. Topsoil, organic soils or soils that are black in color are not suitable for reuse as structural fill or backfill. Backfilling We recommend that backfill placed to attain site grades be compacted to a minimum of 95 percent of its standard Proctor density (ASTM D 698). Granular fill classified as SP or SP-SM, if used, should be placed within 65 percent to 105 percent of its optimum moisture content as determined by the standard Proctor. Other fill soils should be placed 7 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, if any, we recommend that compaction levels be increased to a minimum of 98 percent of standard Proctor density. Even with the increased compaction levels a construction delay may be required to allow for post settlement of the fill mass. Fill and backfill placed on slopes, if any, must be “benched” into the underlying suitable soils to reduce the potential for slip places to develop between the fill and underlying soil. We recommend “benching” or excavating into the slope at 5 feet vertical intervals to key the fill into the slope. We recommend each bench be a minimum of 10 feet wide. Foundations We recommend the perimeter footings bear a minimum of 42 inches below the exterior grade for frost protection. Interior footings may be placed immediately below the slab provided construction does not occur during below freezing weather conditions. Foundation elements in unheated areas (i.e. deck or porch footings) 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 glacial till soils. With the building pads prepared as recommended, it is our opinion the footings can be designed for a net allowable bearing pressure up to 2,000 pounds per square foot (psf). We anticipate total and differential settlement of the foundations will be less than 1 inch and ½ inch, respectively, across a 30-foot span. 4.4 Dewatering Groundwater was not encountered in the soil borings while drilling and sampling or after removal of the auger from the boreholes. We do not anticipate that groundwater will be encountered and do not anticipate that dewatering will be required. 4.5 Interior Slabs The anticipated floor subgrade will consist of compacted clayey engineered fill or clayey native glacial till soils. It is our opinion a modulus of subgrade reaction, k, of 100 pounds per square inch of deflection (psi) may be used to design the floor. If floor coverings or coatings less permeable than the concrete slab will be used, we recommend that a vapor retarder or vapor barrier be placed immediately beneath the slab. Some contractors prefer to bury the vapor barrier or vapor retarder beneath a layer of sand to reduce curling and shrinkage, but this practice often traps water between the slab and vapor retarder or barrier. Regardless of where the vapor retarder or vapor barrier is placed, we recommend consulting the floor covering manufacturer regarding the appropriate type, use and installation of the vapor retarder or vapor barrier to preserve the warranty. 8 We recommend following all state and local building codes with regards to a radon mitigation plan beneath interior slabs. 4.6 Below Grade Walls We recommend general waterproofing of the below grade walls. We recommend either placing drainage composite against the backs of the exterior walls or backfilling adjacent to the walls with 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. The sand backfill should be placed within 2 feet horizontally of the wall. We recommend the balance of the backfill for the walls consist of sand however the sand may contain up to 20 percent of the particles by weight passing the #200 sieve. We recommend installing drain tile behind the below grade walls, adjacent to the wall footing and below the slab elevation. Preferably the drain tile should consist of perforated pipe embedded in gravel. A geotextile filter fabric should encase the pipe and gravel. The drain tile should be routed to a storm sewer, sump pump or other suitable disposal site. 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. It is our opinion that the estimated soil parameters presented in Table 3 can be used for below grade wall design. These estimated soil 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. Estimated Soil Parameters Soil Type Estimated Unit Weight (pcf) Estimated Friction Angle (degrees) At-Rest Pressure (pcf) Active Soil Pressure (pcf) Passive Soil Pressure (pcf) Sand (SP & SP-SM) 120 32 55 35 390 Other Soils (SC and CL) 135 28 70 50 375 Resistance to lateral earth pressures will be provided by passive resistance against the wall footings and by sliding resistance along the bottom of the wall footings. We recommend a sliding coefficient of 0.35. This value does not include a factor of safety. 4.7 Retaining Walls Based on the plans provided it does not appear that any retaining walls will be constructed as part of this project and we are not aware of any proposed retaining walls. Retaining wall designers and/or installers should be aware that soil borings for any retaining walls were not completed as part of this evaluation. Because of that, additional geotechnical exploration (soil borings) will be required to determine and evaluate the suitability and/or stability of site soil 9 conditions to support their design(s). Retaining wall designers and/or installers will be solely responsible to conduct additional geotechnical evaluation(s) as needed. In addition, HGTS does not practice in retaining wall design. Retaining wall designers will be solely responsible for retaining wall design and construction. 4.8 Exterior Slabs Exterior slabs will likely be underlain by clayey soils which are considered moderately to highly frost susceptible. If these soils become saturated and freeze, frost heave may occur. This heave can be a nuisance in front of doors and at other critical grade areas. One way to help reduce the potential for heaving is to remove the frost-susceptible soils below the slabs down to bottom of footing grades and replace them with non-frost-susceptible backfill consisting of sand having less than 5 percent 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. 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. 4.9 Site Grading and Drainage We recommend the site be graded to provide positive run-off away from the proposed buildings. We recommend landscaped areas be sloped a minimum of 6 inches within 10 feet of the building and slabs be sloped a minimum of 2 inches. In addition, we recommend downspouts with long splash blocks or extensions. We recommend the lowest floor grades be constructed to maintain at least a 4-foot separation between the lowest floor slab and the observed groundwater levels and at least a 2-foot separation between the lowest floor slab and the 100-year flood level of nearby wetlands, storm water ponds or other surface water features. 4.10 Utilities We anticipate that new utilities could be installed as part of this project. We further anticipate that new utilities will bear at depths ranging from about 7 to 10 feet below the ground surface. 10 At these depths, we anticipate that the pipes will bear on compacted engineered fill or native glacial till soils which in our opinion are generally suitable for pipe support. We recommend removing all topsoil, Fill, existing pavement, and other unsuitable soils, if encountered, beneath utilities prior to placement. We recommend bedding material be thoroughly compacted around the pipes. We recommend trench backfill above the pipes be compacted to a minimum of 95 percent beneath slabs and pavements, the exception being within 3 feet of the proposed pavement subgrade, where 100 percent of standard Proctor density is required. In landscaped areas, we recommend a minimum compaction of 90 percent. Groundwater was not encountered in the soil borings and we do not anticipate that groundwater will be encountered during utility construction. 4.11 Bituminous Pavements General The City of Chanhassen may have standard plates that dictate pavement design. We recommend that the pavements be designed and constructed in accordance with the City of Chanhassen (City) standard plates. The following paragraphs provide general pavement recommendations in the absence of City standard plates. We were not provided any information regarding traffic volumes, such as Average Annual Daily Traffic (AADT) or vehicle distribution. We anticipate the streets will be used predominantly by automobiles, light trucks, garbage trucks and delivery vans (FEDEX, UPS etc.). Based on the anticipated number of homes in the development and assumed traffic types we estimate the roadways will be subjected to maximum Equivalent Single Axle Loads (ESAL’s) up to 50,000 over a 20-year design life. This does not account for any future growth. Subgrade Preparation We recommend removing all vegetation, topsoil, Fill, organic soils or other unsuitable materials from beneath the pavement subgrade. Prior to placing the aggregate base, we recommend compacting and/or test rolling the subgrade soils to identify soft, weak, loose, or unstable areas that may require additional subcuts. Backfill to attain pavement subgrade elevations can consist of any mineral soil provided it is free of organic material or other deleterious materials. We recommend placing and compacting fill and/or backfill as described in Section 4.3 except in paved areas where the upper 3 feet of fill and backfill should be compacted to a minimum of 100 percent of its standard Proctor maximum dry density. R-Value R-Value testing was beyond the scope of this project. The near surface soils encountered in the borings consisted predominantly of sandy lean clay corresponding to the ASTM Classifications of CL. It is our opinion an assumed R-Value of 10 can be used for pavement design. Pavement Section Based on an estimated R-value of 10 and a maximum of 50,000 ESAL’s we recommend pavement section consisting of a minimum of 3 ½ inches of bituminous underlain by a minimum of 9 inches of aggregate base. 11 4.12 Materials and Compaction We recommend specifying aggregate base meeting MN/DOT Class 5 aggregate base. We recommend the aggregate base be compacted to 100 percent of its maximum standard Proctor. We recommend that the bituminous pavements be compacted to at least 92 percent of the maximum theoretical density. We recommend specifying concrete that has a minimum 28-day compressive strength of 4,000 psi, and a modulus of rupture of at least 600 psi. We recommend Type I cement meeting the requirements of ASTM C150. We recommend specifying 5 to 7 percent entrained air for exposed concrete to provide resistance to freeze-thaw deterioration. We also recommend using a water/cement ratio of 0.45 or less for concrete exposed to deicers. 4.13 Stormwater Ponds Based on the plan provided it appears the project will include constructing 2 stormwater ponds and the bottoms of the pond will bear at or near elevation 1024 feet MSL. Borings SB-3 and SB-4 were completed near or within the proposed pond locations and encountered sandy lean clay and clayey sand glacial till soils corresponding to the ASTM Classifications of CL and SC, respectively. These soils are slow draining materials and are generally a poor-quality soil for infiltration. It is our opinion that the infiltration rates presented in Table 4 can be used for stormwater pond/infiltration basin design. These values were obtained from tables included in the “Minnesota Storm Water Manual”. Table 4. Design Infiltration Rates In-situ soils Soil Description Hydrologic Soil Group Design Infiltration Rate (inches/hour) CL Sandy Lean Clay D 0.06 SC Clayey Sand D 0.06 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 At the anticipated excavation depths, the soil borings encountered sandy lean clay and clayey sand corresponding to the ASTM Classifications CL and SC, respectively. Soils identified as CL will generally be Type B soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines while soils identified as SC will generally be Type C soils. Temporary excavations in Type B soils should be constructed at a minimum of 1 foot horizontal to every 1-foot vertical within excavations. Temporary excavations in Type C soils should be constructed at a minimum of 1 ½ feet horizontal to every 1-foot vertical within excavations. Slopes constructed in this manner may still exhibit surface sloughing. If site 12 constraints do not allow the construction of slopes with these dimensions, then temporary shoring may be required. 5.2 Observations A geotechnical engineer or qualified engineering technician 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 We recommend moisture conditioning all soils that will be used as fill or backfill in accordance with Section 4.3 above. 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 proposed building foundations. Samples of the proposed materials should be submitted to our laboratory prior to placement for evaluation of their suitability and to determine their optimum moisture content and maximum dry density (Standard Proctor). 5.5 Winter Construction If site grading and construction is anticipated to proceed during cold weather, all snow and ice should be removed from cut and fill areas prior to additional grading and placement of fill. No fill should be placed on frozen soil and no frozen soil should be used as fill or backfill. Concrete delivered to the site should meet the temperature requirements of ASTM and/or ACI. Concrete should not be placed on frozen soil. Concrete should be protected from freezing until the necessary strength is obtained. Frost should not be permitted to penetrate below the footings. 6.0 PROCEDURES 6.1 Soil Classification The drill crew chief visually and manually classified the soils encountered in the borings in general accordance with ASTM D 2488, “Description and Identification of Soils (Visual- Manual Procedure).” Soil terminology notes are included in the Appendix. The samples were returned to our laboratory for review of the field classification by a soils engineer. Samples will be retained for a period of 30 days. 6.2 Groundwater Observations Immediately after taking the final samples in the bottom of the boring, the hole was checked for the presence of groundwater. Immediately after removing the augers from the borehole the hole was once again checked and the depth to water and cave-in depths were noted. 13 7.0 GENERAL 7.1 Subsurface Variations The analyses and recommendations presented in this report are based on data obtained from a limited number of soil borings. Variations can occur away from the boring, 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 test pits and will provide continuity of professional responsibility. 7.2 Review of Design This report is based on the design of the proposed structures 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 log. 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 Mr. Ken Ashfeld and his design team to use to design the proposed structures and prepare construction documents. In the absence of our written approval, we make no representation and assume no responsibility to other parties regarding this report. The data, analysis and recommendations may not be appropriate for other structures or purposes. We recommend that parties contemplating other structures or purposes contact us. 14 7.5 Level of Care Haugo GeoTechnical Services 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 Haugo GeoTechnical Services, LLC 2825 Cedar Avenue S. Minneapolis, MN 55407 Figure #: 1 Drawn By: RD Date: 11/16/20 Scale: None Project #: 20-0993 Soil Boring Location Sketch Deer Haven Chanhassen, Minnesota GPS Boring Locations Boring Number Elevation (US Survey Feet) Northing Coordinate Easting Coordinate SB-1 1022.3 190546.923 553335.455 SB-2 1023.3 190550.397 553243.447 SB-3 1028.4 190478.451 553136.663 SB-4 1028.1 190502.876 553042.515 Legend Approximate Soil Boring Location SB-1 SB-2 SB-3 Disclaimer: Map and parcel data are believed to be accurate, but accuracy is not guaranteed. This is not a legal document and should not be substituted for a title search, appraisal, survey, or for zoning verification. SB-4 Poorly Graded Sand with Silt, fine to coarse grained, trace Gravel, brown, moist. (Aggregate Base) (CL) Sandy Lean Clay, trace Gravel, brown, wet. (Glacial Till) (CL) Sandy Lean Clay, brown and grey, wet. (Glacial Till) Bottom of borehole at 11.0 feet. AU 16 SS 17 SS 18 SS 19 SS 20 2-2-4 (6) 2-3-3 (6) 2-2-3 (5) 2-3-4 (7) 19 23 NOTES Borehole grouted. GROUND ELEVATION 1022.3 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS - 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 11/12/20 COMPLETED 11/12/20 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 DEPTH(ft)0.0 2.5 5.0 7.5 10.0 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-1 CLIENT Ken Ashfeld PROJECT NUMBER 20-0993 PROJECT NAME Deer Haven PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 12/8/20 10:03 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\20-0993 DEER HAVEN.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Approximately 2 1/2 inches Bituminous. Poorly Graded Sand with Silt, fine to coarse grained, trace Gravel, brown, moist. (Aggregate Base) Sandy Lean Clay, trace Gravel, black, dark brown, grey, wet. (FILL) (CL) Sandy Lean Clay, brown, wet, rather soft to medium. (Glacial Till) Bottom of borehole at 11.0 feet. AU 11 SS 12 SS 13 SS 14 SS 15 2-2-2 (4) 1-1-1 (2) 1-2-3 (5) 2-2-4 (6) 22 19.5 NOTES Borehole grouted. GROUND ELEVATION 1023.3 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS - 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 11/12/20 COMPLETED 11/12/20 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered with Cave-In Depth of 3 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0.0 2.5 5.0 7.5 10.0 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-2 CLIENT Ken Ashfeld PROJECT NUMBER 20-0993 PROJECT NAME Deer Haven PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 12/8/20 10:03 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\20-0993 DEER HAVEN.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Lean Clay, trace Roots, dark brown, wet. (Topsoil) (SC) Clayey Sand, fine to medium grained, trace Gravel, brown and grey, wet, loose to medium dense. (Glacial Till) P-200 = 43% Bottom of borehole at 11.0 feet. AU 1 SS 2 SS 3 SS 4 SS 5 3-5-8 (13) 3-4-6 (10) 6-5-7 (12) 10-6-7 (13) 14.5 NOTES Borehole grouted. GROUND ELEVATION 1028.4 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS - 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 11/12/20 COMPLETED 11/12/20 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered with Cave-In Depth of 3 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0.0 2.5 5.0 7.5 10.0 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-3 CLIENT Ken Ashfeld PROJECT NUMBER 20-0993 PROJECT NAME Deer Haven PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 12/8/20 10:03 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\20-0993 DEER HAVEN.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Lean Clay, trace Roots, dark brown, wet. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, wet, medium to stiff. (Glacial Till) P-200 = 69.5% Bottom of borehole at 11.0 feet. AU 6 SS 7 SS 8 SS 9 SS 10 2-2-4 (6) 2-4-6 (10) 3-5-7 (12) 3-5-8 (13) 20 NOTES Borehole grouted. GROUND ELEVATION 1028.1 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS - 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 11/12/20 COMPLETED 11/12/20 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 DEPTH(ft)0.0 2.5 5.0 7.5 10.0 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-4 CLIENT Ken Ashfeld PROJECT NUMBER 20-0993 PROJECT NAME Deer Haven PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 12/8/20 10:03 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\20-0993 DEER HAVEN.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238