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HomeMy WebLinkAboutDrainage ReportTechnical Information Report & Drainage Calculations for 4400 W 96th Street Parking Expansion Carmel, Indiana 46032 Prepared for: 3rd Shot Pickleball-Zionsville 3545 Wadsworth Boulevard Wheat Ridge, Colorado 80033 Prepared By: Badger Engineering 9830 Michigan Rd., Ste D Carmel, IN 46032 (765) 485-0000 Date: September 27, 2024 Revised 11/15/24 Designer: Christian C. Badger, PE Job Number: 24-099 1 Table of Contents A. Introduction & History ___________________________________________________ 3 B. Terrain and Existing Ground Conditions __________________________________ 4 C. Adjoining Land Conditions ______________________________________________ 7 D. Soil Types ______________________________________________________________ 7 E. References _____________________________________________________________ 8 F. Design Storm Summary _________________________________________________ 9 G. Detention Analysis Summary ____________________________________________ 9 H. Down Stream Analysis Summary ________________________________________ 10 List of Figures Figure 1 Quadrangle Map – Carmel, Indiana ________________________________3 Figure 2 FIRM Panel with Property Location ________ Error! Bookmark not defined. Figure 3 Existing Site Conditions – Carmel, Indiana _________________________5 Figure 4. Site Plan – Carmel, Indiana ______________________________________6 Figure 5. Enlarged Aerial Photo of Project Location _________________________7 Figure 6. Soils Map of Project Area _______________________________________7 Appendix Rainfall Frequency Data Existing Basin Runoff Proposed Basin Runoff Property Information Soils Report 2 A. Introduction & History The site is part of the Southwest Corner of the Southeast Quarter, Section 7, Township 17 N., Range 3 E., Clay Township, Hamilton County, Carmel, Indiana. The property’s address is 4400 W. 96th Street and consists of one parcel equal to 7.66 acres, parcel number 291307010010.000. There is a 10’ ingress egress easement along Mayflower Park Drive, a sanitary easement is in the north part of the property along a sanitary line, and there is an existing drainage easement around the dry pond extending to the south edge to encompass the northern wet pond and a portion of the southern wet pond. The property has multiple gas easements that would be redundant to list off, see Sheet C200 – Existing Site Conditions for locations of gas easements. Figure 1. Quadrangle Map – Carmel, Indiana The property does not lie within a Flood Hazard Zone as shown on Community Panel Number 225 of 290 for Carmel, Indiana; Map Number 18057C0225G of the Flood Insurance Rate Maps for Hamilton County, Indiana. The map is dated November 19, 2014. Project Location 3 Figure 2. FIRM Panel with Property Location B. Terrain and Existing Ground Conditions The aim of this report is to emphasize that additional drainage measures are unnecessary for the project scope and demonstrate the minimal impact that the project will have on the drainage patterns. The overall drainage patterns will be retained post- development. The current drainage patterns for the site are divided into three basins named Basin #1, #2, #3. See the Existing Basin Runoff section in the Appendix for basin map. Time of concentration routes are also shown for each basin. Basins are included on Figure 3. Existing Site Conditions below. There is no upstream discharge to this site. Basin #1 encompasses the northwest corner of the property and will be most affected by the project. The area includes an existing parking lot we will refer to as the west parking lot as well as a dry pond that the parking lot sheet drains to. A 2’ gravel strip is along the west edge of the parking lot. Runoff from the parking lot sheets off into the gravel before entering the existing dry pond. Since the parking lot expansion overlaps the gravel strip, the strip will be relocated 20’ west along the new edge of the parking lot to conserve existing drainage patterns. Basin #2 encompasses the west side of the property below Basin #1 but above the centerline of the southern drive into the site. Runoff form Basin #2 will enter the northern wet pond, and it will remain largely unaffected by the project. Basin #3 encompasses the rest of the site which is a majority of the property. The rest of the property has multiple inlets connected to each other as well as a trench drain in the northeast corner that outlet to the southern wet pond through a 24” end section. The drainage system is designed such that once the northern wet pond reaches an elevation of 881.80’, it will begin draining into the southern wet pond to distribute stormwater.4 Figure 3. Existing Site Conditions – Carmel, Indiana The project scope is to increase parking at the west parking lot by expanding the west edge to include more spots. The increase in pavement will be 132’-8” x 19’ = 2,521 sqft, a small area relative to the 7.66 acres. The existing gravel strip will need to be removed and a new 2’ gravel strip will be added to the west edge of the expansion. The northeast corner where the trench drain is located will include this project only other improvements besides the parking lot expansion mentioned above. The objective is to make the area suitable for businesses to move into the northeast corner of the building. Parking lines will be added to the existing pavement with small concrete pavement extensions on the north and south side of the area for more spaces. The existing concrete ramp will be renovated to be a handicap accessible entrance with a vestibule for the new businesses. Below that ramp is an existing concrete pad to be converted to a trash5 enclosure, and in between the ramp and concrete pad will be a new concrete drive for truck unloading. An extra 10’x10’ concrete pad will be added just south for a second trash enclosure. The total increase in pavement is as follows: concrete pavement extensions = 2 x 483 sqft = 966 sqft, concrete drive = 605 sqft, extra pad for trash enclosure = 100 sqft, total = 1,671 sqft. The total increase in pavement from this project will equate to 4,192 sqft or +3% from the original 140,908 sqft of pavement. Figure 4. Site Plan – Carmel, Indiana 6 C. Adjoining Land Conditions North: Industrial and Commercial South: Industrial and I-465 East: Industrial and Commercial West: Industrial and Commercial Figure 5. Enlarged Aerial Photo of Project Location D. Soil Types Soils maps from the United States Department of Agriculture, Soil Conservation Service identifies the following types of soils on the site: Soil Types UcfA: Urban land-Crosby silt loam complex, fine-loamy subsoil, 0 to 2 percent slopes. Hydrologic Classification: C/D UmyA: Urban land-Treaty complex, 0 to 1 percent slopes. Hydrologic Classification: B/D Project Location 7 See Figure 6. Soils Map of Project Area below. Figure 6. Soils Map of Project Area E. References Design and data methods are based on the following references: City of Carmel Stormwater Technical Standards Manual FEMA Flood Maps Hamilton County Soils Survey Carmel, Indiana Quadrangle Map Hamilton County GIS Information Project Area UmyA UcfA UmyA UcfA UcfA 8 F. Design Storm Summary The objective of this report is to demonstrate that the proposed site improvements have negligible impact on the existing drainage patterns and therefore do not require additional BMP or detention measures. This will be demonstrated by comparing the pre- development and post-development runoff, mostly focusing on the change in elevation of the southern pond since it is furthest downstream. Should there be a significant difference between the drainage patterns of the pre-development and post-development sites, it would be most apparent by the change in elevations. Note that this southern pond on our site also drains into another existing pond on the west side of Mayflower Park Drive. The rainfall depths for each storm and duration are based off of Table 201-2 in the City of Carmel Stormwater Technical Standards Manual. The manual requests analysis of the 10-year and 100-year storms using the SCS type II storm distribution. The durations tested are as follows: 30-minute, 1-hour, 2-hour, 3-hour, 6-hour, 12-hour, and 24-hour. The Time of Concentration was calculated for each of the three basins for existing and proposed conditions. The calculations will be provided in the Appendix under the Existing Basin Runoff and Proposed Basin Runoff sections respectively G. Detention Analysis Summary Storage The required storage for the site was determined using the hydrology program known as Hydro CAD which uses hydrographs to calculate the rainfall using a SCS Type II storm distribution and multiple duration time. The existing storm data for the southern wet pond will be displayed first and then the proposed storm data will be shown second. An analysis of the difference between pre- development and post-development will follow and should demonstrate that the addition of detention and BMP measures is unnecessary for this project. It should be noted that the depth of the ponds are likely modeled to be deeper than actuality. This was done so that HydroCAD could properly run each of the storms in question without error. The difference between pre-development and post-development should be the same regardless. The following is an Existing Storm Table of the 10-year Rainfall Storms, their elevation and volume: DURATION ELEVATION STORAGE FLOW 30-Minute 876.00 ft 0 cft 0.00 cfs 1-Hour 876.00 ft 0 cft 0.00 cfs 2-Hour 876.00 ft 0 cft 0.00 cfs 3-Hour 876.00 ft 0 cft 0.00 cfs 6-Hour 877.95 ft 5,793 cft 1.60 cfs 12-Hour 881.63 ft 31,835 cft 2.07 cfs 24-Hour 882.50 ft 43,032 cft 2.84 cfs The following is an Existing Storm Table of the 100-year Rainfall Storms, their elevation and volume: 9 DURATION ELEVATION STORAGE FLOW 30-Minute 876.00 ft 0 cft 0.00 cfs 1-Hour 876.00 ft 0 cft 0.00 cfs 2-Hour 876.00 ft 0 cft 0.00 cfs 3-Hour 876.00 ft 0 cft 0.00 cfs 6-Hour 878.99 ft 10,608 cft 2.95 cfs 12-Hour 883.38 ft 57,589 cft 3.99 cfs 24-Hour 884.56 ft 85,567 cft 2.84 cfs The following is a Proposed Storm Table of the 10-year Rainfall Storms, their elevation and volume: DURATION ELEVATION STORAGE FLOW 30-Minute 876.00 ft 0 cft 0.00 cfs 1-Hour 876.00 ft 0 cft 0.00 cfs 2-Hour 876.00 ft 0 cft 0.00 cfs 3-Hour 876.00 ft 0 cft 0.00 cfs 6-Hour 877.95 ft 5,793 cft 1.60 cfs 12-Hour 881.63 ft 31,835 cft 2.07 cfs 24-Hour 882.50 ft 43,032 cft 2.84 cfs The following is a Proposed Storm Table of the 100-year Rainfall Storms, their elevation and volume: DURATION ELEVATION STORAGE FLOW 30-Minute 876.00 ft 0 cft 0.00 cfs 1-Hour 876.00 ft 0 cft 0.00 cfs 2-Hour 876.00 ft 0 cft 0.00 cfs 3-Hour 876.00 ft 0 cft 0.00 cfs 6-Hour 878.99 ft 10,608 cft 2.95 cfs 12-Hour 883.38 ft 57,589 cft 3.99 cfs 24-Hour 884.56 ft 85,567 cft 2.84 cfs As shown above, the project is calculated to have no impact in the overall drainage patterns for any of the storms and durations tested. The maximum existing elevation for the wet pond occurs at the 24-hour 100-year storm and is 884.56’. The maximum proposed elevation for the wet pond occurs at the 24-hour 100-year storm and is also 884.56’. The maximum inflow rate occurs at the 12-hour 100-year storm and is 3.99 cfs. The maximum inflow rate for the wet pond also remains the same post-development. The fact that there are no calculated differences between any of the pre-development and post-development storms should be sufficient to demonstrate that additional detention and BMP measures are unnecessary for the project. See HydroCAD Calculations in Appendix. H. Down Stream Analysis Summary In summary, the proposed development will retain existing drainage patterns and will not adversely affect the surrounding property owners. 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 APPENDIX Rainfall Frequency Data 29 Existing Basin Runoff 30 Pipe calculations were done using conveyance factors. At a depth of 0.01’, the proportion of full pipe flow is near to zero. Flowrate, area of flow, hydraulic radius, and velocity were all correspondingly near zero. Calculations are based off of the highest intensity storm greater than or equal to 1 hour duration. The highest intensity occurred at the 1 hour, 100 year storm. 31 32 33 34 1S Ex. Basin #1 7S Ex. Basin #2 8S Ex. Basin #3 2P Dry Pond 3P North Wet Pond 4P South Wet Pond 5P CB Control Structure Routing Diagram for Pre-Dev(11-15-24) Prepared by Badger Engineering, Printed 11/18/2024 HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link 35 Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 36HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1 hr / 10 yr Type II 24-hr Default 24.00 1 2.03 2 2 2 hr / 10 yr Type II 24-hr Default 24.00 1 2.22 2 3 3 hr / 10 yr Type II 24-hr Default 24.00 1 2.52 2 4 6 hr / 10 yr Type II 24-hr Default 24.00 1 3.00 2 5 12 hr / 10 yr Type II 24-hr Default 24.00 1 3.48 2 6 24 hr / 10 yr Type II 24-hr Default 24.00 1 3.84 2 7 30 min / 10 yr Type II 24-hr Default 24.00 1 1.63 2 36 Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 37HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 2.521 61 >75% Grass cover, Good, HSG B (1S, 7S, 8S) 0.033 96 Gravel surface, HSG A (1S, 7S, 8S) 3.235 98 Paved parking, HSG A (1S, 7S, 8S) 1.758 98 Unconnected roofs, HSG A (1S, 7S, 8S) 7.548 86 TOTAL AREA 37 Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 38HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 5.026 HSG A 1S, 7S, 8S 2.521 HSG B 1S, 7S, 8S 0.000 HSG C 0.000 HSG D 0.000 Other 7.548 TOTAL AREA 38 Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 39HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 2.521 0.000 0.000 0.000 2.521 >75% Grass cover, Good 1S, 7S, 8S 0.033 0.000 0.000 0.000 0.000 0.033 Gravel surface 1S, 7S, 8S 3.235 0.000 0.000 0.000 0.000 3.235 Paved parking 1S, 7S, 8S 1.758 0.000 0.000 0.000 0.000 1.758 Unconnected roofs 1S, 7S, 8S 5.026 2.521 0.000 0.000 0.000 7.548 TOTAL AREA 39 Type II 24-hr 1 hr / 10 yr Rainfall=2.03"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 40HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=44,996 sf 62.58% Impervious Runoff Depth>0.75"Subcatchment 1S: Ex. Basin #1 Flow Length=323' Tc=4.1 min CN=85 Runoff=1.59 cfs 0.064 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>0.32"Subcatchment 7S: Ex. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.31 cfs 0.027 af Runoff Area=238,747 sf 72.91% Impervious Runoff Depth>0.91"Subcatchment 8S: Ex. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=8.48 cfs 0.415 af Peak Elev=885.25' Storage=1,131 cf Inflow=1.59 cfs 0.064 afPond 2P: Dry Pond Outflow=0.16 cfs 0.064 af Peak Elev=877.89' Storage=3,958 cf Inflow=0.47 cfs 0.091 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=879.89' Storage=18,068 cf Inflow=8.48 cfs 0.415 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.60' Inflow=0.16 cfs 0.064 afPond 5P: Control Structure Outflow=0.16 cfs 0.064 af Total Runoff Area = 7.548 ac Runoff Volume = 0.506 af Average Runoff Depth = 0.81" 33.84% Pervious = 2.554 ac 66.16% Impervious = 4.993 ac 40 Type II 24-hr 1 hr / 10 yr Rainfall=2.03"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 41HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Ex. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.59 cfs @ 11.95 hrs, Volume= 0.064 af, Depth> 0.75" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 hr / 10 yr Rainfall=2.03" Area (sf) CN Description 7,494 98 Paved parking, HSG A 528 96 Gravel surface, HSG A 20,664 98 Unconnected roofs, HSG A 16,310 61 >75% Grass cover, Good, HSG B 44,996 85 Weighted Average 16,838 37.42% Pervious Area 28,158 62.58% Impervious Area 20,664 73.39% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 323 1.31 Direct Entry, Basin #1 Ex. ToC Subcatchment 1S: Ex. Basin #1 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 1 0 Type II 24-hr 1 hr / 10 yr Rainfall=2.03" Runoff Area=44,996 sf Runoff Volume=0.064 af Runoff Depth>0.75" Flow Length=323' Tc=4.1 min CN=85 1.59 cfs 41 Type II 24-hr 1 hr / 10 yr Rainfall=2.03"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 42HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Ex. Basin #2 Runoff = 0.31 cfs @ 12.18 hrs, Volume= 0.027 af, Depth> 0.32" Routed to Pond 3P : North Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 hr / 10 yr Rainfall=2.03" Area (sf) CN Description 3,770 98 Paved parking, HSG A 459 96 Gravel surface, HSG A 11,511 98 Unconnected roofs, HSG A 29,289 61 >75% Grass cover, Good, HSG B 45,029 74 Weighted Average 29,748 66.06% Pervious Area 15,281 33.94% Impervious Area 11,511 75.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 189 0.15 Direct Entry, Basin #2 Ex. ToC Subcatchment 7S: Ex. Basin #2 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 1 hr / 10 yr Rainfall=2.03" Runoff Area=45,029 sf Runoff Volume=0.027 af Runoff Depth>0.32" Flow Length=189' Tc=21.1 min CN=74 0.31 cfs 42 Type II 24-hr 1 hr / 10 yr Rainfall=2.03"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 43HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Ex. Basin #3 Runoff = 8.48 cfs @ 12.01 hrs, Volume= 0.415 af, Depth> 0.91" Routed to Pond 4P : South Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 hr / 10 yr Rainfall=2.03" Area (sf) CN Description 129,644 98 Paved parking, HSG A 454 96 Gravel surface, HSG A 44,421 98 Unconnected roofs, HSG A 64,228 61 >75% Grass cover, Good, HSG B 238,747 88 Weighted Average 64,682 27.09% Pervious Area 174,065 72.91% Impervious Area 44,421 25.52% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 910 1.65 Direct Entry, Basin #3 Ex. ToC Subcatchment 8S: Ex. Basin #3 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 1 hr / 10 yr Rainfall=2.03" Runoff Area=238,747 sf Runoff Volume=0.415 af Runoff Depth>0.91" Flow Length=910' Tc=9.2 min CN=88 8.48 cfs 43 Type II 24-hr 1 hr / 10 yr Rainfall=2.03"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 44HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [44] Hint: Outlet device #1 is below defined storage Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 0.75" for 1 hr / 10 yr event Inflow = 1.59 cfs @ 11.95 hrs, Volume= 0.064 af Outflow = 0.16 cfs @ 12.41 hrs, Volume= 0.064 af, Atten= 90%, Lag= 27.3 min Primary = 0.16 cfs @ 12.41 hrs, Volume= 0.064 af Routed to Pond 5P : Control Structure Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 885.25' @ 12.41 hrs Surf.Area= 4,646 sf Storage= 1,131 cf Plug-Flow detention time= 65.5 min calculated for 0.064 af (99% of inflow) Center-of-Mass det. time= 63.1 min ( 860.5 - 797.4 ) Volume Invert Avail.Storage Storage Description #1 885.00' 11,154 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 885.00 4,343 0 0 886.00 5,546 4,945 4,945 887.00 6,873 6,210 11,154 Device Routing Invert Outlet Devices #1 Primary 884.66' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.16 cfs @ 12.41 hrs HW=885.25' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.16 cfs @ 3.29 fps) 44 Type II 24-hr 1 hr / 10 yr Rainfall=2.03"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 45HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 1 0 Inflow Area=1.033 ac Peak Elev=885.25' Storage=1,131 cf 1.59 cfs 0.16 cfs 45 Type II 24-hr 1 hr / 10 yr Rainfall=2.03"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 46HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond Inflow Area = 2.067 ac, 48.25% Impervious, Inflow Depth > 0.53" for 1 hr / 10 yr event Inflow = 0.47 cfs @ 12.18 hrs, Volume= 0.091 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 4P : South Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 877.89' @ 20.00 hrs Surf.Area= 4,811 sf Storage= 3,958 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 877.00' 64,199 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.00 4,116 0 0 878.00 4,900 4,508 4,508 879.00 5,758 5,329 9,837 880.00 6,351 6,055 15,892 881.00 7,289 6,820 22,712 882.00 8,284 7,787 30,498 883.00 10,021 9,153 39,651 884.00 12,203 11,112 50,763 885.00 14,670 13,437 64,199 Device Routing Invert Outlet Devices #1 Primary 882.07' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 46 Type II 24-hr 1 hr / 10 yr Rainfall=2.03"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 47HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 1110 9 8 7 6 5 Fl o w ( c f s ) 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.067 ac Peak Elev=877.89' Storage=3,958 cf 0.47 cfs 0.00 cfs 47 Type II 24-hr 1 hr / 10 yr Rainfall=2.03"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 48HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: South Wet Pond Inflow Area = 7.548 ac, 66.16% Impervious, Inflow Depth > 0.66" for 1 hr / 10 yr event Inflow = 8.48 cfs @ 12.01 hrs, Volume= 0.415 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 879.89' @ 20.00 hrs Surf.Area= 6,989 sf Storage= 18,068 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 875.00' 100,587 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 875.00 2,000 0 0 876.00 2,201 2,101 2,101 877.00 2,731 2,466 4,567 878.00 4,369 3,550 8,117 879.00 4,930 4,650 12,766 880.00 7,244 6,087 18,853 881.00 9,665 8,455 27,308 882.00 12,448 11,057 38,364 883.00 16,517 14,483 52,847 884.00 24,279 20,398 73,245 885.00 30,406 27,343 100,587 48 Type II 24-hr 1 hr / 10 yr Rainfall=2.03"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 49HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.548 ac Peak Elev=879.89' Storage=18,068 cf 8.48 cfs 49 Type II 24-hr 1 hr / 10 yr Rainfall=2.03"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 50HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.60' (Flood elevation advised) Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 0.74" for 1 hr / 10 yr event Inflow = 0.16 cfs @ 12.41 hrs, Volume= 0.064 af Outflow = 0.16 cfs @ 12.41 hrs, Volume= 0.064 af, Atten= 0%, Lag= 0.0 min Primary = 0.16 cfs @ 12.41 hrs, Volume= 0.064 af Routed to Pond 3P : North Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.60' @ 12.41 hrs Device Routing Invert Outlet Devices #1 Primary 884.41' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.16 cfs @ 12.41 hrs HW=884.60' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.16 cfs @ 1.50 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=1.033 ac Peak Elev=884.60' 0.16 cfs 0.16 cfs 50 Type II 24-hr 2 hr / 10 yr Rainfall=2.22"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 51HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=44,996 sf 62.58% Impervious Runoff Depth>0.88"Subcatchment 1S: Ex. Basin #1 Flow Length=323' Tc=4.1 min CN=85 Runoff=1.86 cfs 0.076 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>0.40"Subcatchment 7S: Ex. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.42 cfs 0.034 af Runoff Area=238,747 sf 72.91% Impervious Runoff Depth>1.05"Subcatchment 8S: Ex. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=9.81 cfs 0.482 af Peak Elev=885.31' Storage=1,395 cf Inflow=1.86 cfs 0.076 afPond 2P: Dry Pond Outflow=0.17 cfs 0.075 af Peak Elev=878.05' Storage=4,772 cf Inflow=0.59 cfs 0.110 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=880.28' Storage=20,967 cf Inflow=9.81 cfs 0.482 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.61' Inflow=0.17 cfs 0.075 afPond 5P: Control Structure Outflow=0.17 cfs 0.075 af Total Runoff Area = 7.548 ac Runoff Volume = 0.592 af Average Runoff Depth = 0.94" 33.84% Pervious = 2.554 ac 66.16% Impervious = 4.993 ac 51 Type II 24-hr 2 hr / 10 yr Rainfall=2.22"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 52HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Ex. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.86 cfs @ 11.95 hrs, Volume= 0.076 af, Depth> 0.88" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2 hr / 10 yr Rainfall=2.22" Area (sf) CN Description 7,494 98 Paved parking, HSG A 528 96 Gravel surface, HSG A 20,664 98 Unconnected roofs, HSG A 16,310 61 >75% Grass cover, Good, HSG B 44,996 85 Weighted Average 16,838 37.42% Pervious Area 28,158 62.58% Impervious Area 20,664 73.39% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 323 1.31 Direct Entry, Basin #1 Ex. ToC Subcatchment 1S: Ex. Basin #1 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 2 1 0 Type II 24-hr 2 hr / 10 yr Rainfall=2.22" Runoff Area=44,996 sf Runoff Volume=0.076 af Runoff Depth>0.88" Flow Length=323' Tc=4.1 min CN=85 1.86 cfs 52 Type II 24-hr 2 hr / 10 yr Rainfall=2.22"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 53HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Ex. Basin #2 Runoff = 0.42 cfs @ 12.17 hrs, Volume= 0.034 af, Depth> 0.40" Routed to Pond 3P : North Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2 hr / 10 yr Rainfall=2.22" Area (sf) CN Description 3,770 98 Paved parking, HSG A 459 96 Gravel surface, HSG A 11,511 98 Unconnected roofs, HSG A 29,289 61 >75% Grass cover, Good, HSG B 45,029 74 Weighted Average 29,748 66.06% Pervious Area 15,281 33.94% Impervious Area 11,511 75.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 189 0.15 Direct Entry, Basin #2 Ex. ToC Subcatchment 7S: Ex. Basin #2 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 2 hr / 10 yr Rainfall=2.22" Runoff Area=45,029 sf Runoff Volume=0.034 af Runoff Depth>0.40" Flow Length=189' Tc=21.1 min CN=74 0.42 cfs 53 Type II 24-hr 2 hr / 10 yr Rainfall=2.22"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 54HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Ex. Basin #3 Runoff = 9.81 cfs @ 12.01 hrs, Volume= 0.482 af, Depth> 1.05" Routed to Pond 4P : South Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2 hr / 10 yr Rainfall=2.22" Area (sf) CN Description 129,644 98 Paved parking, HSG A 454 96 Gravel surface, HSG A 44,421 98 Unconnected roofs, HSG A 64,228 61 >75% Grass cover, Good, HSG B 238,747 88 Weighted Average 64,682 27.09% Pervious Area 174,065 72.91% Impervious Area 44,421 25.52% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 910 1.65 Direct Entry, Basin #3 Ex. ToC Subcatchment 8S: Ex. Basin #3 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 hr / 10 yr Rainfall=2.22" Runoff Area=238,747 sf Runoff Volume=0.482 af Runoff Depth>1.05" Flow Length=910' Tc=9.2 min CN=88 9.81 cfs 54 Type II 24-hr 2 hr / 10 yr Rainfall=2.22"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 55HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [44] Hint: Outlet device #1 is below defined storage Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 0.88" for 2 hr / 10 yr event Inflow = 1.86 cfs @ 11.95 hrs, Volume= 0.076 af Outflow = 0.17 cfs @ 12.45 hrs, Volume= 0.075 af, Atten= 91%, Lag= 30.1 min Primary = 0.17 cfs @ 12.45 hrs, Volume= 0.075 af Routed to Pond 5P : Control Structure Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 885.31' @ 12.45 hrs Surf.Area= 4,714 sf Storage= 1,395 cf Plug-Flow detention time= 78.3 min calculated for 0.075 af (99% of inflow) Center-of-Mass det. time= 76.2 min ( 870.1 - 794.0 ) Volume Invert Avail.Storage Storage Description #1 885.00' 11,154 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 885.00 4,343 0 0 886.00 5,546 4,945 4,945 887.00 6,873 6,210 11,154 Device Routing Invert Outlet Devices #1 Primary 884.66' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.17 cfs @ 12.45 hrs HW=885.31' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.17 cfs @ 3.48 fps) 55 Type II 24-hr 2 hr / 10 yr Rainfall=2.22"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 56HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 109 8 7 6 5 Fl o w ( c f s ) 2 1 0 Inflow Area=1.033 ac Peak Elev=885.31' Storage=1,395 cf 1.86 cfs 0.17 cfs 56 Type II 24-hr 2 hr / 10 yr Rainfall=2.22"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 57HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond Inflow Area = 2.067 ac, 48.25% Impervious, Inflow Depth > 0.64" for 2 hr / 10 yr event Inflow = 0.59 cfs @ 12.17 hrs, Volume= 0.110 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 4P : South Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 878.05' @ 20.00 hrs Surf.Area= 4,946 sf Storage= 4,772 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 877.00' 64,199 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.00 4,116 0 0 878.00 4,900 4,508 4,508 879.00 5,758 5,329 9,837 880.00 6,351 6,055 15,892 881.00 7,289 6,820 22,712 882.00 8,284 7,787 30,498 883.00 10,021 9,153 39,651 884.00 12,203 11,112 50,763 885.00 14,670 13,437 64,199 Device Routing Invert Outlet Devices #1 Primary 882.07' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 57 Type II 24-hr 2 hr / 10 yr Rainfall=2.22"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 58HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 1110 9 8 7 6 5 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.067 ac Peak Elev=878.05' Storage=4,772 cf 0.59 cfs 0.00 cfs 58 Type II 24-hr 2 hr / 10 yr Rainfall=2.22"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 59HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: South Wet Pond Inflow Area = 7.548 ac, 66.16% Impervious, Inflow Depth > 0.77" for 2 hr / 10 yr event Inflow = 9.81 cfs @ 12.01 hrs, Volume= 0.482 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 880.28' @ 20.00 hrs Surf.Area= 7,919 sf Storage= 20,967 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 875.00' 100,587 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 875.00 2,000 0 0 876.00 2,201 2,101 2,101 877.00 2,731 2,466 4,567 878.00 4,369 3,550 8,117 879.00 4,930 4,650 12,766 880.00 7,244 6,087 18,853 881.00 9,665 8,455 27,308 882.00 12,448 11,057 38,364 883.00 16,517 14,483 52,847 884.00 24,279 20,398 73,245 885.00 30,406 27,343 100,587 59 Type II 24-hr 2 hr / 10 yr Rainfall=2.22"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 60HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.548 ac Peak Elev=880.28' Storage=20,967 cf 9.81 cfs 60 Type II 24-hr 2 hr / 10 yr Rainfall=2.22"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 61HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.61' (Flood elevation advised) Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 0.87" for 2 hr / 10 yr event Inflow = 0.17 cfs @ 12.45 hrs, Volume= 0.075 af Outflow = 0.17 cfs @ 12.45 hrs, Volume= 0.075 af, Atten= 0%, Lag= 0.0 min Primary = 0.17 cfs @ 12.45 hrs, Volume= 0.075 af Routed to Pond 3P : North Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.61' @ 12.45 hrs Device Routing Invert Outlet Devices #1 Primary 884.41' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.17 cfs @ 12.45 hrs HW=884.61' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.17 cfs @ 1.52 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=1.033 ac Peak Elev=884.61' 0.17 cfs 0.17 cfs 61 Type II 24-hr 3 hr / 10 yr Rainfall=2.52"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 62HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=44,996 sf 62.58% Impervious Runoff Depth>1.10"Subcatchment 1S: Ex. Basin #1 Flow Length=323' Tc=4.1 min CN=85 Runoff=2.31 cfs 0.094 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>0.55"Subcatchment 7S: Ex. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.60 cfs 0.047 af Runoff Area=238,747 sf 72.91% Impervious Runoff Depth>1.29"Subcatchment 8S: Ex. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=11.94 cfs 0.590 af Peak Elev=885.40' Storage=1,839 cf Inflow=2.31 cfs 0.094 afPond 2P: Dry Pond Outflow=0.19 cfs 0.094 af Peak Elev=878.32' Storage=6,141 cf Inflow=0.79 cfs 0.141 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=880.83' Storage=25,692 cf Inflow=11.94 cfs 0.590 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.62' Inflow=0.19 cfs 0.094 afPond 5P: Control Structure Outflow=0.19 cfs 0.094 af Total Runoff Area = 7.548 ac Runoff Volume = 0.732 af Average Runoff Depth = 1.16" 33.84% Pervious = 2.554 ac 66.16% Impervious = 4.993 ac 62 Type II 24-hr 3 hr / 10 yr Rainfall=2.52"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 63HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Ex. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.31 cfs @ 11.95 hrs, Volume= 0.094 af, Depth> 1.10" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 3 hr / 10 yr Rainfall=2.52" Area (sf) CN Description 7,494 98 Paved parking, HSG A 528 96 Gravel surface, HSG A 20,664 98 Unconnected roofs, HSG A 16,310 61 >75% Grass cover, Good, HSG B 44,996 85 Weighted Average 16,838 37.42% Pervious Area 28,158 62.58% Impervious Area 20,664 73.39% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 323 1.31 Direct Entry, Basin #1 Ex. ToC Subcatchment 1S: Ex. Basin #1 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 2 1 0 Type II 24-hr 3 hr / 10 yr Rainfall=2.52" Runoff Area=44,996 sf Runoff Volume=0.094 af Runoff Depth>1.10" Flow Length=323' Tc=4.1 min CN=85 2.31 cfs 63 Type II 24-hr 3 hr / 10 yr Rainfall=2.52"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 64HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Ex. Basin #2 Runoff = 0.60 cfs @ 12.16 hrs, Volume= 0.047 af, Depth> 0.55" Routed to Pond 3P : North Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 3 hr / 10 yr Rainfall=2.52" Area (sf) CN Description 3,770 98 Paved parking, HSG A 459 96 Gravel surface, HSG A 11,511 98 Unconnected roofs, HSG A 29,289 61 >75% Grass cover, Good, HSG B 45,029 74 Weighted Average 29,748 66.06% Pervious Area 15,281 33.94% Impervious Area 11,511 75.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 189 0.15 Direct Entry, Basin #2 Ex. ToC Subcatchment 7S: Ex. Basin #2 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 3 hr / 10 yr Rainfall=2.52" Runoff Area=45,029 sf Runoff Volume=0.047 af Runoff Depth>0.55" Flow Length=189' Tc=21.1 min CN=74 0.60 cfs 64 Type II 24-hr 3 hr / 10 yr Rainfall=2.52"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 65HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Ex. Basin #3 Runoff = 11.94 cfs @ 12.01 hrs, Volume= 0.590 af, Depth> 1.29" Routed to Pond 4P : South Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 3 hr / 10 yr Rainfall=2.52" Area (sf) CN Description 129,644 98 Paved parking, HSG A 454 96 Gravel surface, HSG A 44,421 98 Unconnected roofs, HSG A 64,228 61 >75% Grass cover, Good, HSG B 238,747 88 Weighted Average 64,682 27.09% Pervious Area 174,065 72.91% Impervious Area 44,421 25.52% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 910 1.65 Direct Entry, Basin #3 Ex. ToC Subcatchment 8S: Ex. Basin #3 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 3 hr / 10 yr Rainfall=2.52" Runoff Area=238,747 sf Runoff Volume=0.590 af Runoff Depth>1.29" Flow Length=910' Tc=9.2 min CN=88 11.94 cfs 65 Type II 24-hr 3 hr / 10 yr Rainfall=2.52"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 66HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [44] Hint: Outlet device #1 is below defined storage Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 1.10" for 3 hr / 10 yr event Inflow = 2.31 cfs @ 11.95 hrs, Volume= 0.094 af Outflow = 0.19 cfs @ 12.51 hrs, Volume= 0.094 af, Atten= 92%, Lag= 33.5 min Primary = 0.19 cfs @ 12.51 hrs, Volume= 0.094 af Routed to Pond 5P : Control Structure Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 885.40' @ 12.51 hrs Surf.Area= 4,825 sf Storage= 1,839 cf Plug-Flow detention time= 99.2 min calculated for 0.094 af (99% of inflow) Center-of-Mass det. time= 96.8 min ( 886.1 - 789.3 ) Volume Invert Avail.Storage Storage Description #1 885.00' 11,154 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 885.00 4,343 0 0 886.00 5,546 4,945 4,945 887.00 6,873 6,210 11,154 Device Routing Invert Outlet Devices #1 Primary 884.66' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.19 cfs @ 12.51 hrs HW=885.40' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.19 cfs @ 3.78 fps) 66 Type II 24-hr 3 hr / 10 yr Rainfall=2.52"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 67HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 109 8 7 6 5 Fl o w ( c f s ) 2 1 0 Inflow Area=1.033 ac Peak Elev=885.40' Storage=1,839 cf 2.31 cfs 0.19 cfs 67 Type II 24-hr 3 hr / 10 yr Rainfall=2.52"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 68HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond Inflow Area = 2.067 ac, 48.25% Impervious, Inflow Depth > 0.82" for 3 hr / 10 yr event Inflow = 0.79 cfs @ 12.17 hrs, Volume= 0.141 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 4P : South Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 878.32' @ 20.00 hrs Surf.Area= 5,178 sf Storage= 6,141 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 877.00' 64,199 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.00 4,116 0 0 878.00 4,900 4,508 4,508 879.00 5,758 5,329 9,837 880.00 6,351 6,055 15,892 881.00 7,289 6,820 22,712 882.00 8,284 7,787 30,498 883.00 10,021 9,153 39,651 884.00 12,203 11,112 50,763 885.00 14,670 13,437 64,199 Device Routing Invert Outlet Devices #1 Primary 882.07' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 68 Type II 24-hr 3 hr / 10 yr Rainfall=2.52"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 69HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 1110 9 8 7 6 5 Fl o w ( c f s ) 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.067 ac Peak Elev=878.32' Storage=6,141 cf 0.79 cfs 0.00 cfs 69 Type II 24-hr 3 hr / 10 yr Rainfall=2.52"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 70HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: South Wet Pond Inflow Area = 7.548 ac, 66.16% Impervious, Inflow Depth > 0.94" for 3 hr / 10 yr event Inflow = 11.94 cfs @ 12.01 hrs, Volume= 0.590 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 880.83' @ 20.00 hrs Surf.Area= 9,252 sf Storage= 25,692 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 875.00' 100,587 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 875.00 2,000 0 0 876.00 2,201 2,101 2,101 877.00 2,731 2,466 4,567 878.00 4,369 3,550 8,117 879.00 4,930 4,650 12,766 880.00 7,244 6,087 18,853 881.00 9,665 8,455 27,308 882.00 12,448 11,057 38,364 883.00 16,517 14,483 52,847 884.00 24,279 20,398 73,245 885.00 30,406 27,343 100,587 70 Type II 24-hr 3 hr / 10 yr Rainfall=2.52"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 71HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.548 ac Peak Elev=880.83' Storage=25,692 cf 11.94 cfs 71 Type II 24-hr 3 hr / 10 yr Rainfall=2.52"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 72HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.62' (Flood elevation advised) Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 1.09" for 3 hr / 10 yr event Inflow = 0.19 cfs @ 12.51 hrs, Volume= 0.094 af Outflow = 0.19 cfs @ 12.51 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min Primary = 0.19 cfs @ 12.51 hrs, Volume= 0.094 af Routed to Pond 3P : North Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.62' @ 12.51 hrs Device Routing Invert Outlet Devices #1 Primary 884.41' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.19 cfs @ 12.51 hrs HW=884.62' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.19 cfs @ 1.56 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=1.033 ac Peak Elev=884.62' 0.19 cfs 0.19 cfs 72 Type II 24-hr 6 hr / 10 yr Rainfall=3.00"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 73HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=44,996 sf 62.58% Impervious Runoff Depth>1.47"Subcatchment 1S: Ex. Basin #1 Flow Length=323' Tc=4.1 min CN=85 Runoff=3.06 cfs 0.126 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>0.81"Subcatchment 7S: Ex. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.94 cfs 0.070 af Runoff Area=238,747 sf 72.91% Impervious Runoff Depth>1.69"Subcatchment 8S: Ex. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=15.42 cfs 0.770 af Peak Elev=885.56' Storage=2,599 cf Inflow=3.06 cfs 0.126 afPond 2P: Dry Pond Outflow=0.21 cfs 0.125 af Peak Elev=878.76' Storage=8,467 cf Inflow=1.14 cfs 0.195 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=881.59' Storage=33,539 cf Inflow=15.42 cfs 0.770 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.63' Inflow=0.21 cfs 0.125 afPond 5P: Control Structure Outflow=0.21 cfs 0.125 af Total Runoff Area = 7.548 ac Runoff Volume = 0.966 af Average Runoff Depth = 1.54" 33.84% Pervious = 2.554 ac 66.16% Impervious = 4.993 ac 73 Type II 24-hr 6 hr / 10 yr Rainfall=3.00"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 74HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Ex. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 3.06 cfs @ 11.95 hrs, Volume= 0.126 af, Depth> 1.47" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 6 hr / 10 yr Rainfall=3.00" Area (sf) CN Description 7,494 98 Paved parking, HSG A 528 96 Gravel surface, HSG A 20,664 98 Unconnected roofs, HSG A 16,310 61 >75% Grass cover, Good, HSG B 44,996 85 Weighted Average 16,838 37.42% Pervious Area 28,158 62.58% Impervious Area 20,664 73.39% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 323 1.31 Direct Entry, Basin #1 Ex. ToC Subcatchment 1S: Ex. Basin #1 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 6 hr / 10 yr Rainfall=3.00" Runoff Area=44,996 sf Runoff Volume=0.126 af Runoff Depth>1.47" Flow Length=323' Tc=4.1 min CN=85 3.06 cfs 74 Type II 24-hr 6 hr / 10 yr Rainfall=3.00"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 75HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Ex. Basin #2 Runoff = 0.94 cfs @ 12.16 hrs, Volume= 0.070 af, Depth> 0.81" Routed to Pond 3P : North Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 6 hr / 10 yr Rainfall=3.00" Area (sf) CN Description 3,770 98 Paved parking, HSG A 459 96 Gravel surface, HSG A 11,511 98 Unconnected roofs, HSG A 29,289 61 >75% Grass cover, Good, HSG B 45,029 74 Weighted Average 29,748 66.06% Pervious Area 15,281 33.94% Impervious Area 11,511 75.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 189 0.15 Direct Entry, Basin #2 Ex. ToC Subcatchment 7S: Ex. Basin #2 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 1 0 Type II 24-hr 6 hr / 10 yr Rainfall=3.00" Runoff Area=45,029 sf Runoff Volume=0.070 af Runoff Depth>0.81" Flow Length=189' Tc=21.1 min CN=74 0.94 cfs 75 Type II 24-hr 6 hr / 10 yr Rainfall=3.00"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 76HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Ex. Basin #3 Runoff = 15.42 cfs @ 12.00 hrs, Volume= 0.770 af, Depth> 1.69" Routed to Pond 4P : South Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 6 hr / 10 yr Rainfall=3.00" Area (sf) CN Description 129,644 98 Paved parking, HSG A 454 96 Gravel surface, HSG A 44,421 98 Unconnected roofs, HSG A 64,228 61 >75% Grass cover, Good, HSG B 238,747 88 Weighted Average 64,682 27.09% Pervious Area 174,065 72.91% Impervious Area 44,421 25.52% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 910 1.65 Direct Entry, Basin #3 Ex. ToC Subcatchment 8S: Ex. Basin #3 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 6 hr / 10 yr Rainfall=3.00" Runoff Area=238,747 sf Runoff Volume=0.770 af Runoff Depth>1.69" Flow Length=910' Tc=9.2 min CN=88 15.42 cfs 76 Type II 24-hr 6 hr / 10 yr Rainfall=3.00"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 77HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [44] Hint: Outlet device #1 is below defined storage Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 1.47" for 6 hr / 10 yr event Inflow = 3.06 cfs @ 11.95 hrs, Volume= 0.126 af Outflow = 0.21 cfs @ 12.59 hrs, Volume= 0.125 af, Atten= 93%, Lag= 38.6 min Primary = 0.21 cfs @ 12.59 hrs, Volume= 0.125 af Routed to Pond 5P : Control Structure Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 885.56' @ 12.59 hrs Surf.Area= 5,011 sf Storage= 2,599 cf Plug-Flow detention time= 132.2 min calculated for 0.124 af (99% of inflow) Center-of-Mass det. time= 127.1 min ( 910.2 - 783.1 ) Volume Invert Avail.Storage Storage Description #1 885.00' 11,154 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 885.00 4,343 0 0 886.00 5,546 4,945 4,945 887.00 6,873 6,210 11,154 Device Routing Invert Outlet Devices #1 Primary 884.66' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.21 cfs @ 12.59 hrs HW=885.56' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.21 cfs @ 4.23 fps) 77 Type II 24-hr 6 hr / 10 yr Rainfall=3.00"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 78HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 109 8 7 6 5 Fl o w ( c f s ) 3 2 1 0 Inflow Area=1.033 ac Peak Elev=885.56' Storage=2,599 cf 3.06 cfs 0.21 cfs 78 Type II 24-hr 6 hr / 10 yr Rainfall=3.00"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 79HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond Inflow Area = 2.067 ac, 48.25% Impervious, Inflow Depth > 1.13" for 6 hr / 10 yr event Inflow = 1.14 cfs @ 12.16 hrs, Volume= 0.195 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 4P : South Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 878.76' @ 20.00 hrs Surf.Area= 5,550 sf Storage= 8,467 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 877.00' 64,199 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.00 4,116 0 0 878.00 4,900 4,508 4,508 879.00 5,758 5,329 9,837 880.00 6,351 6,055 15,892 881.00 7,289 6,820 22,712 882.00 8,284 7,787 30,498 883.00 10,021 9,153 39,651 884.00 12,203 11,112 50,763 885.00 14,670 13,437 64,199 Device Routing Invert Outlet Devices #1 Primary 882.07' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 79 Type II 24-hr 6 hr / 10 yr Rainfall=3.00"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 80HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 1 0 Inflow Area=2.067 ac Peak Elev=878.76' Storage=8,467 cf 1.14 cfs 0.00 cfs 80 Type II 24-hr 6 hr / 10 yr Rainfall=3.00"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 81HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: South Wet Pond Inflow Area = 7.548 ac, 66.16% Impervious, Inflow Depth > 1.22" for 6 hr / 10 yr event Inflow = 15.42 cfs @ 12.00 hrs, Volume= 0.770 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 881.59' @ 20.00 hrs Surf.Area= 11,318 sf Storage= 33,539 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 875.00' 100,587 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 875.00 2,000 0 0 876.00 2,201 2,101 2,101 877.00 2,731 2,466 4,567 878.00 4,369 3,550 8,117 879.00 4,930 4,650 12,766 880.00 7,244 6,087 18,853 881.00 9,665 8,455 27,308 882.00 12,448 11,057 38,364 883.00 16,517 14,483 52,847 884.00 24,279 20,398 73,245 885.00 30,406 27,343 100,587 81 Type II 24-hr 6 hr / 10 yr Rainfall=3.00"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 82HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.548 ac Peak Elev=881.59' Storage=33,539 cf 15.42 cfs 82 Type II 24-hr 6 hr / 10 yr Rainfall=3.00"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 83HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.63' (Flood elevation advised) Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 1.45" for 6 hr / 10 yr event Inflow = 0.21 cfs @ 12.59 hrs, Volume= 0.125 af Outflow = 0.21 cfs @ 12.59 hrs, Volume= 0.125 af, Atten= 0%, Lag= 0.0 min Primary = 0.21 cfs @ 12.59 hrs, Volume= 0.125 af Routed to Pond 3P : North Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.63' @ 12.59 hrs Device Routing Invert Outlet Devices #1 Primary 884.41' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.21 cfs @ 12.59 hrs HW=884.63' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.21 cfs @ 1.60 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=1.033 ac Peak Elev=884.63' 0.21 cfs 0.21 cfs 83 Type II 24-hr 12 hr / 10 yr Rainfall=3.48"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 84HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=44,996 sf 62.58% Impervious Runoff Depth>1.85"Subcatchment 1S: Ex. Basin #1 Flow Length=323' Tc=4.1 min CN=85 Runoff=3.82 cfs 0.160 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>1.10"Subcatchment 7S: Ex. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=1.31 cfs 0.095 af Runoff Area=238,747 sf 72.91% Impervious Runoff Depth>2.09"Subcatchment 8S: Ex. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=18.94 cfs 0.956 af Peak Elev=885.72' Storage=3,421 cf Inflow=3.82 cfs 0.160 afPond 2P: Dry Pond Outflow=0.23 cfs 0.145 af Peak Elev=879.11' Storage=10,455 cf Inflow=1.53 cfs 0.240 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=882.25' Storage=41,635 cf Inflow=18.94 cfs 0.956 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.64' Inflow=0.23 cfs 0.145 afPond 5P: Control Structure Outflow=0.23 cfs 0.145 af Total Runoff Area = 7.548 ac Runoff Volume = 1.211 af Average Runoff Depth = 1.93" 33.84% Pervious = 2.554 ac 66.16% Impervious = 4.993 ac 84 Type II 24-hr 12 hr / 10 yr Rainfall=3.48"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 85HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Ex. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 3.82 cfs @ 11.95 hrs, Volume= 0.160 af, Depth> 1.85" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 12 hr / 10 yr Rainfall=3.48" Area (sf) CN Description 7,494 98 Paved parking, HSG A 528 96 Gravel surface, HSG A 20,664 98 Unconnected roofs, HSG A 16,310 61 >75% Grass cover, Good, HSG B 44,996 85 Weighted Average 16,838 37.42% Pervious Area 28,158 62.58% Impervious Area 20,664 73.39% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 323 1.31 Direct Entry, Basin #1 Ex. ToC Subcatchment 1S: Ex. Basin #1 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 4 3 2 1 0 Type II 24-hr 12 hr / 10 yr Rainfall=3.48" Runoff Area=44,996 sf Runoff Volume=0.160 af Runoff Depth>1.85" Flow Length=323' Tc=4.1 min CN=85 3.82 cfs 85 Type II 24-hr 12 hr / 10 yr Rainfall=3.48"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 86HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Ex. Basin #2 Runoff = 1.31 cfs @ 12.15 hrs, Volume= 0.095 af, Depth> 1.10" Routed to Pond 3P : North Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 12 hr / 10 yr Rainfall=3.48" Area (sf) CN Description 3,770 98 Paved parking, HSG A 459 96 Gravel surface, HSG A 11,511 98 Unconnected roofs, HSG A 29,289 61 >75% Grass cover, Good, HSG B 45,029 74 Weighted Average 29,748 66.06% Pervious Area 15,281 33.94% Impervious Area 11,511 75.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 189 0.15 Direct Entry, Basin #2 Ex. ToC Subcatchment 7S: Ex. Basin #2 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 1 0 Type II 24-hr 12 hr / 10 yr Rainfall=3.48" Runoff Area=45,029 sf Runoff Volume=0.095 af Runoff Depth>1.10" Flow Length=189' Tc=21.1 min CN=74 1.31 cfs 86 Type II 24-hr 12 hr / 10 yr Rainfall=3.48"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 87HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Ex. Basin #3 Runoff = 18.94 cfs @ 12.00 hrs, Volume= 0.956 af, Depth> 2.09" Routed to Pond 4P : South Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 12 hr / 10 yr Rainfall=3.48" Area (sf) CN Description 129,644 98 Paved parking, HSG A 454 96 Gravel surface, HSG A 44,421 98 Unconnected roofs, HSG A 64,228 61 >75% Grass cover, Good, HSG B 238,747 88 Weighted Average 64,682 27.09% Pervious Area 174,065 72.91% Impervious Area 44,421 25.52% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 910 1.65 Direct Entry, Basin #3 Ex. ToC Subcatchment 8S: Ex. Basin #3 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 12 hr / 10 yr Rainfall=3.48" Runoff Area=238,747 sf Runoff Volume=0.956 af Runoff Depth>2.09" Flow Length=910' Tc=9.2 min CN=88 18.94 cfs 87 Type II 24-hr 12 hr / 10 yr Rainfall=3.48"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 88HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [44] Hint: Outlet device #1 is below defined storage Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 1.85" for 12 hr / 10 yr event Inflow = 3.82 cfs @ 11.95 hrs, Volume= 0.160 af Outflow = 0.23 cfs @ 12.74 hrs, Volume= 0.145 af, Atten= 94%, Lag= 47.4 min Primary = 0.23 cfs @ 12.74 hrs, Volume= 0.145 af Routed to Pond 5P : Control Structure Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 885.72' @ 12.74 hrs Surf.Area= 5,205 sf Storage= 3,421 cf Plug-Flow detention time= 162.3 min calculated for 0.145 af (91% of inflow) Center-of-Mass det. time= 131.2 min ( 909.2 - 778.0 ) Volume Invert Avail.Storage Storage Description #1 885.00' 11,154 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 885.00 4,343 0 0 886.00 5,546 4,945 4,945 887.00 6,873 6,210 11,154 Device Routing Invert Outlet Devices #1 Primary 884.66' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.23 cfs @ 12.74 hrs HW=885.72' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.23 cfs @ 4.65 fps) 88 Type II 24-hr 12 hr / 10 yr Rainfall=3.48"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 89HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 109 8 7 6 5 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=1.033 ac Peak Elev=885.72' Storage=3,421 cf 3.82 cfs 0.23 cfs 89 Type II 24-hr 12 hr / 10 yr Rainfall=3.48"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 90HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond Inflow Area = 2.067 ac, 48.25% Impervious, Inflow Depth > 1.40" for 12 hr / 10 yr event Inflow = 1.53 cfs @ 12.15 hrs, Volume= 0.240 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 4P : South Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 879.11' @ 20.00 hrs Surf.Area= 5,821 sf Storage= 10,455 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 877.00' 64,199 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.00 4,116 0 0 878.00 4,900 4,508 4,508 879.00 5,758 5,329 9,837 880.00 6,351 6,055 15,892 881.00 7,289 6,820 22,712 882.00 8,284 7,787 30,498 883.00 10,021 9,153 39,651 884.00 12,203 11,112 50,763 885.00 14,670 13,437 64,199 Device Routing Invert Outlet Devices #1 Primary 882.07' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 90 Type II 24-hr 12 hr / 10 yr Rainfall=3.48"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 91HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 1 0 Inflow Area=2.067 ac Peak Elev=879.11' Storage=10,455 cf 1.53 cfs 0.00 cfs 91 Type II 24-hr 12 hr / 10 yr Rainfall=3.48"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 92HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: South Wet Pond [81] Warning: Exceeded Pond 3P by 3.26' @ 17.65 hrs Inflow Area = 7.548 ac, 66.16% Impervious, Inflow Depth > 1.52" for 12 hr / 10 yr event Inflow = 18.94 cfs @ 12.00 hrs, Volume= 0.956 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 882.25' @ 20.00 hrs Surf.Area= 13,475 sf Storage= 41,635 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 875.00' 100,587 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 875.00 2,000 0 0 876.00 2,201 2,101 2,101 877.00 2,731 2,466 4,567 878.00 4,369 3,550 8,117 879.00 4,930 4,650 12,766 880.00 7,244 6,087 18,853 881.00 9,665 8,455 27,308 882.00 12,448 11,057 38,364 883.00 16,517 14,483 52,847 884.00 24,279 20,398 73,245 885.00 30,406 27,343 100,587 92 Type II 24-hr 12 hr / 10 yr Rainfall=3.48"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 93HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.548 ac Peak Elev=882.25' Storage=41,635 cf 18.94 cfs 93 Type II 24-hr 12 hr / 10 yr Rainfall=3.48"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 94HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.64' (Flood elevation advised) Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 1.69" for 12 hr / 10 yr event Inflow = 0.23 cfs @ 12.74 hrs, Volume= 0.145 af Outflow = 0.23 cfs @ 12.74 hrs, Volume= 0.145 af, Atten= 0%, Lag= 0.0 min Primary = 0.23 cfs @ 12.74 hrs, Volume= 0.145 af Routed to Pond 3P : North Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.64' @ 12.74 hrs Device Routing Invert Outlet Devices #1 Primary 884.41' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.23 cfs @ 12.74 hrs HW=884.64' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.23 cfs @ 1.64 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.033 ac Peak Elev=884.64' 0.23 cfs 0.23 cfs 94 Type II 24-hr 24 hr / 10 yr Rainfall=3.84"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 95HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=44,996 sf 62.58% Impervious Runoff Depth>2.15"Subcatchment 1S: Ex. Basin #1 Flow Length=323' Tc=4.1 min CN=85 Runoff=4.40 cfs 0.185 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>1.34"Subcatchment 7S: Ex. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=1.60 cfs 0.115 af Runoff Area=238,747 sf 72.91% Impervious Runoff Depth>2.41"Subcatchment 8S: Ex. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=21.60 cfs 1.099 af Peak Elev=885.84' Storage=4,076 cf Inflow=4.40 cfs 0.185 afPond 2P: Dry Pond Outflow=0.24 cfs 0.160 af Peak Elev=879.36' Storage=11,968 cf Inflow=1.84 cfs 0.275 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=882.68' Storage=47,835 cf Inflow=21.60 cfs 1.099 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.65' Inflow=0.24 cfs 0.160 afPond 5P: Control Structure Outflow=0.24 cfs 0.160 af Total Runoff Area = 7.548 ac Runoff Volume = 1.399 af Average Runoff Depth = 2.22" 33.84% Pervious = 2.554 ac 66.16% Impervious = 4.993 ac 95 Type II 24-hr 24 hr / 10 yr Rainfall=3.84"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 96HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Ex. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 4.40 cfs @ 11.95 hrs, Volume= 0.185 af, Depth> 2.15" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 24 hr / 10 yr Rainfall=3.84" Area (sf) CN Description 7,494 98 Paved parking, HSG A 528 96 Gravel surface, HSG A 20,664 98 Unconnected roofs, HSG A 16,310 61 >75% Grass cover, Good, HSG B 44,996 85 Weighted Average 16,838 37.42% Pervious Area 28,158 62.58% Impervious Area 20,664 73.39% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 323 1.31 Direct Entry, Basin #1 Ex. ToC Subcatchment 1S: Ex. Basin #1 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 4 3 2 1 0 Type II 24-hr 24 hr / 10 yr Rainfall=3.84" Runoff Area=44,996 sf Runoff Volume=0.185 af Runoff Depth>2.15" Flow Length=323' Tc=4.1 min CN=85 4.40 cfs 96 Type II 24-hr 24 hr / 10 yr Rainfall=3.84"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 97HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Ex. Basin #2 Runoff = 1.60 cfs @ 12.15 hrs, Volume= 0.115 af, Depth> 1.34" Routed to Pond 3P : North Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 24 hr / 10 yr Rainfall=3.84" Area (sf) CN Description 3,770 98 Paved parking, HSG A 459 96 Gravel surface, HSG A 11,511 98 Unconnected roofs, HSG A 29,289 61 >75% Grass cover, Good, HSG B 45,029 74 Weighted Average 29,748 66.06% Pervious Area 15,281 33.94% Impervious Area 11,511 75.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 189 0.15 Direct Entry, Basin #2 Ex. ToC Subcatchment 7S: Ex. Basin #2 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 1 0 Type II 24-hr 24 hr / 10 yr Rainfall=3.84" Runoff Area=45,029 sf Runoff Volume=0.115 af Runoff Depth>1.34" Flow Length=189' Tc=21.1 min CN=74 1.60 cfs 97 Type II 24-hr 24 hr / 10 yr Rainfall=3.84"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 98HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Ex. Basin #3 Runoff = 21.60 cfs @ 12.00 hrs, Volume= 1.099 af, Depth> 2.41" Routed to Pond 4P : South Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 24 hr / 10 yr Rainfall=3.84" Area (sf) CN Description 129,644 98 Paved parking, HSG A 454 96 Gravel surface, HSG A 44,421 98 Unconnected roofs, HSG A 64,228 61 >75% Grass cover, Good, HSG B 238,747 88 Weighted Average 64,682 27.09% Pervious Area 174,065 72.91% Impervious Area 44,421 25.52% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 910 1.65 Direct Entry, Basin #3 Ex. ToC Subcatchment 8S: Ex. Basin #3 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 24 hr / 10 yr Rainfall=3.84" Runoff Area=238,747 sf Runoff Volume=1.099 af Runoff Depth>2.41" Flow Length=910' Tc=9.2 min CN=88 21.60 cfs 98 Type II 24-hr 24 hr / 10 yr Rainfall=3.84"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 99HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [44] Hint: Outlet device #1 is below defined storage Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 2.15" for 24 hr / 10 yr event Inflow = 4.40 cfs @ 11.95 hrs, Volume= 0.185 af Outflow = 0.24 cfs @ 12.83 hrs, Volume= 0.160 af, Atten= 94%, Lag= 53.3 min Primary = 0.24 cfs @ 12.83 hrs, Volume= 0.160 af Routed to Pond 5P : Control Structure Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 885.84' @ 12.83 hrs Surf.Area= 5,354 sf Storage= 4,076 cf Plug-Flow detention time= 175.9 min calculated for 0.159 af (86% of inflow) Center-of-Mass det. time= 133.1 min ( 907.7 - 774.7 ) Volume Invert Avail.Storage Storage Description #1 885.00' 11,154 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 885.00 4,343 0 0 886.00 5,546 4,945 4,945 887.00 6,873 6,210 11,154 Device Routing Invert Outlet Devices #1 Primary 884.66' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.24 cfs @ 12.83 hrs HW=885.84' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.24 cfs @ 4.95 fps) 99 Type II 24-hr 24 hr / 10 yr Rainfall=3.84"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 100HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 109 8 7 6 5 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=1.033 ac Peak Elev=885.84' Storage=4,076 cf 4.40 cfs 0.24 cfs 100 Type II 24-hr 24 hr / 10 yr Rainfall=3.84"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 101HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond Inflow Area = 2.067 ac, 48.25% Impervious, Inflow Depth > 1.60" for 24 hr / 10 yr event Inflow = 1.84 cfs @ 12.15 hrs, Volume= 0.275 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 4P : South Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 879.36' @ 20.00 hrs Surf.Area= 5,973 sf Storage= 11,968 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 877.00' 64,199 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.00 4,116 0 0 878.00 4,900 4,508 4,508 879.00 5,758 5,329 9,837 880.00 6,351 6,055 15,892 881.00 7,289 6,820 22,712 882.00 8,284 7,787 30,498 883.00 10,021 9,153 39,651 884.00 12,203 11,112 50,763 885.00 14,670 13,437 64,199 Device Routing Invert Outlet Devices #1 Primary 882.07' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 101 Type II 24-hr 24 hr / 10 yr Rainfall=3.84"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 102HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 2 1 0 Inflow Area=2.067 ac Peak Elev=879.36' Storage=11,968 cf 1.84 cfs 0.00 cfs 102 Type II 24-hr 24 hr / 10 yr Rainfall=3.84"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 103HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: South Wet Pond [81] Warning: Exceeded Pond 3P by 3.65' @ 14.35 hrs Inflow Area = 7.548 ac, 66.16% Impervious, Inflow Depth > 1.75" for 24 hr / 10 yr event Inflow = 21.60 cfs @ 12.00 hrs, Volume= 1.099 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 882.68' @ 20.00 hrs Surf.Area= 15,233 sf Storage= 47,835 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 875.00' 100,587 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 875.00 2,000 0 0 876.00 2,201 2,101 2,101 877.00 2,731 2,466 4,567 878.00 4,369 3,550 8,117 879.00 4,930 4,650 12,766 880.00 7,244 6,087 18,853 881.00 9,665 8,455 27,308 882.00 12,448 11,057 38,364 883.00 16,517 14,483 52,847 884.00 24,279 20,398 73,245 885.00 30,406 27,343 100,587 103 Type II 24-hr 24 hr / 10 yr Rainfall=3.84"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 104HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.548 ac Peak Elev=882.68' Storage=47,835 cf 21.60 cfs 104 Type II 24-hr 24 hr / 10 yr Rainfall=3.84"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 105HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.65' (Flood elevation advised) Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 1.86" for 24 hr / 10 yr event Inflow = 0.24 cfs @ 12.83 hrs, Volume= 0.160 af Outflow = 0.24 cfs @ 12.83 hrs, Volume= 0.160 af, Atten= 0%, Lag= 0.0 min Primary = 0.24 cfs @ 12.83 hrs, Volume= 0.160 af Routed to Pond 3P : North Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.65' @ 12.83 hrs Device Routing Invert Outlet Devices #1 Primary 884.41' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.24 cfs @ 12.83 hrs HW=884.65' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.24 cfs @ 1.67 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.033 ac Peak Elev=884.65' 0.24 cfs 0.24 cfs 105 Type II 24-hr 30 min / 10 yr Rainfall=1.63"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 106HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=44,996 sf 62.58% Impervious Runoff Depth>0.48"Subcatchment 1S: Ex. Basin #1 Flow Length=323' Tc=4.1 min CN=85 Runoff=1.03 cfs 0.042 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>0.16"Subcatchment 7S: Ex. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.13 cfs 0.014 af Runoff Area=238,747 sf 72.91% Impervious Runoff Depth>0.62"Subcatchment 8S: Ex. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=5.78 cfs 0.282 af Peak Elev=885.14' Storage=634 cf Inflow=1.03 cfs 0.042 afPond 2P: Dry Pond Outflow=0.14 cfs 0.041 af Peak Elev=877.56' Storage=2,414 cf Inflow=0.27 cfs 0.055 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=878.90' Storage=12,271 cf Inflow=5.78 cfs 0.282 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.59' Inflow=0.14 cfs 0.041 afPond 5P: Control Structure Outflow=0.14 cfs 0.041 af Total Runoff Area = 7.548 ac Runoff Volume = 0.338 af Average Runoff Depth = 0.54" 33.84% Pervious = 2.554 ac 66.16% Impervious = 4.993 ac 106 Type II 24-hr 30 min / 10 yr Rainfall=1.63"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 107HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Ex. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.03 cfs @ 11.95 hrs, Volume= 0.042 af, Depth> 0.48" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 30 min / 10 yr Rainfall=1.63" Area (sf) CN Description 7,494 98 Paved parking, HSG A 528 96 Gravel surface, HSG A 20,664 98 Unconnected roofs, HSG A 16,310 61 >75% Grass cover, Good, HSG B 44,996 85 Weighted Average 16,838 37.42% Pervious Area 28,158 62.58% Impervious Area 20,664 73.39% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 323 1.31 Direct Entry, Basin #1 Ex. ToC Subcatchment 1S: Ex. Basin #1 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 1 0 Type II 24-hr 30 min / 10 yr Rainfall=1.63" Runoff Area=44,996 sf Runoff Volume=0.042 af Runoff Depth>0.48" Flow Length=323' Tc=4.1 min CN=85 1.03 cfs 107 Type II 24-hr 30 min / 10 yr Rainfall=1.63"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 108HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Ex. Basin #2 Runoff = 0.13 cfs @ 12.21 hrs, Volume= 0.014 af, Depth> 0.16" Routed to Pond 3P : North Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 30 min / 10 yr Rainfall=1.63" Area (sf) CN Description 3,770 98 Paved parking, HSG A 459 96 Gravel surface, HSG A 11,511 98 Unconnected roofs, HSG A 29,289 61 >75% Grass cover, Good, HSG B 45,029 74 Weighted Average 29,748 66.06% Pervious Area 15,281 33.94% Impervious Area 11,511 75.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 189 0.15 Direct Entry, Basin #2 Ex. ToC Subcatchment 7S: Ex. Basin #2 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 30 min / 10 yr Rainfall=1.63" Runoff Area=45,029 sf Runoff Volume=0.014 af Runoff Depth>0.16" Flow Length=189' Tc=21.1 min CN=74 0.13 cfs 108 Type II 24-hr 30 min / 10 yr Rainfall=1.63"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 109HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Ex. Basin #3 Runoff = 5.78 cfs @ 12.01 hrs, Volume= 0.282 af, Depth> 0.62" Routed to Pond 4P : South Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 30 min / 10 yr Rainfall=1.63" Area (sf) CN Description 129,644 98 Paved parking, HSG A 454 96 Gravel surface, HSG A 44,421 98 Unconnected roofs, HSG A 64,228 61 >75% Grass cover, Good, HSG B 238,747 88 Weighted Average 64,682 27.09% Pervious Area 174,065 72.91% Impervious Area 44,421 25.52% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 910 1.65 Direct Entry, Basin #3 Ex. ToC Subcatchment 8S: Ex. Basin #3 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 6 5 4 3 2 1 0 Type II 24-hr 30 min / 10 yr Rainfall=1.63" Runoff Area=238,747 sf Runoff Volume=0.282 af Runoff Depth>0.62" Flow Length=910' Tc=9.2 min CN=88 5.78 cfs 109 Type II 24-hr 30 min / 10 yr Rainfall=1.63"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 110HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [44] Hint: Outlet device #1 is below defined storage Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 0.48" for 30 min / 10 yr event Inflow = 1.03 cfs @ 11.95 hrs, Volume= 0.042 af Outflow = 0.14 cfs @ 12.24 hrs, Volume= 0.041 af, Atten= 86%, Lag= 17.3 min Primary = 0.14 cfs @ 12.24 hrs, Volume= 0.041 af Routed to Pond 5P : Control Structure Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 885.14' @ 12.24 hrs Surf.Area= 4,515 sf Storage= 634 cf Plug-Flow detention time= 39.0 min calculated for 0.041 af (99% of inflow) Center-of-Mass det. time= 36.6 min ( 843.1 - 806.5 ) Volume Invert Avail.Storage Storage Description #1 885.00' 11,154 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 885.00 4,343 0 0 886.00 5,546 4,945 4,945 887.00 6,873 6,210 11,154 Device Routing Invert Outlet Devices #1 Primary 884.66' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.14 cfs @ 12.24 hrs HW=885.14' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.14 cfs @ 2.88 fps) 110 Type II 24-hr 30 min / 10 yr Rainfall=1.63"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 111HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 1 0 Inflow Area=1.033 ac Peak Elev=885.14' Storage=634 cf 1.03 cfs 0.14 cfs 111 Type II 24-hr 30 min / 10 yr Rainfall=1.63"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 112HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond Inflow Area = 2.067 ac, 48.25% Impervious, Inflow Depth > 0.32" for 30 min / 10 yr event Inflow = 0.27 cfs @ 12.21 hrs, Volume= 0.055 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 4P : South Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 877.56' @ 20.00 hrs Surf.Area= 4,553 sf Storage= 2,414 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 877.00' 64,199 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.00 4,116 0 0 878.00 4,900 4,508 4,508 879.00 5,758 5,329 9,837 880.00 6,351 6,055 15,892 881.00 7,289 6,820 22,712 882.00 8,284 7,787 30,498 883.00 10,021 9,153 39,651 884.00 12,203 11,112 50,763 885.00 14,670 13,437 64,199 Device Routing Invert Outlet Devices #1 Primary 882.07' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 112 Type II 24-hr 30 min / 10 yr Rainfall=1.63"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 113HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 1110 9 8 7 6 5 Fl o w ( c f s ) 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=2.067 ac Peak Elev=877.56' Storage=2,414 cf 0.27 cfs 0.00 cfs 113 Type II 24-hr 30 min / 10 yr Rainfall=1.63"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 114HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: South Wet Pond Inflow Area = 7.548 ac, 66.16% Impervious, Inflow Depth > 0.45" for 30 min / 10 yr event Inflow = 5.78 cfs @ 12.01 hrs, Volume= 0.282 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 878.90' @ 20.00 hrs Surf.Area= 4,873 sf Storage= 12,271 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 875.00' 100,587 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 875.00 2,000 0 0 876.00 2,201 2,101 2,101 877.00 2,731 2,466 4,567 878.00 4,369 3,550 8,117 879.00 4,930 4,650 12,766 880.00 7,244 6,087 18,853 881.00 9,665 8,455 27,308 882.00 12,448 11,057 38,364 883.00 16,517 14,483 52,847 884.00 24,279 20,398 73,245 885.00 30,406 27,343 100,587 114 Type II 24-hr 30 min / 10 yr Rainfall=1.63"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 115HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=7.548 ac Peak Elev=878.90' Storage=12,271 cf 5.78 cfs 115 Type II 24-hr 30 min / 10 yr Rainfall=1.63"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 116HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.59' (Flood elevation advised) Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 0.48" for 30 min / 10 yr event Inflow = 0.14 cfs @ 12.24 hrs, Volume= 0.041 af Outflow = 0.14 cfs @ 12.24 hrs, Volume= 0.041 af, Atten= 0%, Lag= 0.0 min Primary = 0.14 cfs @ 12.24 hrs, Volume= 0.041 af Routed to Pond 3P : North Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.59' @ 12.24 hrs Device Routing Invert Outlet Devices #1 Primary 884.41' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.14 cfs @ 12.24 hrs HW=884.59' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.14 cfs @ 1.45 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=1.033 ac Peak Elev=884.59' 0.14 cfs 0.14 cfs 116 Multi-Event TablesPre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 117HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Events for Subcatchment 1S: Ex. Basin #1 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 1 hr / 10 yr 2.03 1.59 0.064 0.75 2 hr / 10 yr 2.22 1.86 0.076 0.88 3 hr / 10 yr 2.52 2.31 0.094 1.10 6 hr / 10 yr 3.00 3.06 0.126 1.47 12 hr / 10 yr 3.48 3.82 0.160 1.85 24 hr / 10 yr 3.84 4.40 0.185 2.15 30 min / 10 yr 1.63 1.03 0.042 0.48 117 Multi-Event TablesPre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 118HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Events for Subcatchment 7S: Ex. Basin #2 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 1 hr / 10 yr 2.03 0.31 0.027 0.32 2 hr / 10 yr 2.22 0.42 0.034 0.40 3 hr / 10 yr 2.52 0.60 0.047 0.55 6 hr / 10 yr 3.00 0.94 0.070 0.81 12 hr / 10 yr 3.48 1.31 0.095 1.10 24 hr / 10 yr 3.84 1.60 0.115 1.34 30 min / 10 yr 1.63 0.13 0.014 0.16 118 Multi-Event TablesPre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 119HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Events for Subcatchment 8S: Ex. Basin #3 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 1 hr / 10 yr 2.03 8.48 0.415 0.91 2 hr / 10 yr 2.22 9.81 0.482 1.05 3 hr / 10 yr 2.52 11.94 0.590 1.29 6 hr / 10 yr 3.00 15.42 0.770 1.69 12 hr / 10 yr 3.48 18.94 0.956 2.09 24 hr / 10 yr 3.84 21.60 1.099 2.41 30 min / 10 yr 1.63 5.78 0.282 0.62 119 Multi-Event TablesPre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 120HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Events for Pond 2P: Dry Pond Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 1 hr / 10 yr 1.59 0.16 885.25 1,131 2 hr / 10 yr 1.86 0.17 885.31 1,395 3 hr / 10 yr 2.31 0.19 885.40 1,839 6 hr / 10 yr 3.06 0.21 885.56 2,599 12 hr / 10 yr 3.82 0.23 885.72 3,421 24 hr / 10 yr 4.40 0.24 885.84 4,076 30 min / 10 yr 1.03 0.14 885.14 634 120 Multi-Event TablesPre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 121HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Events for Pond 3P: North Wet Pond Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 1 hr / 10 yr 0.47 0.00 877.89 3,958 2 hr / 10 yr 0.59 0.00 878.05 4,772 3 hr / 10 yr 0.79 0.00 878.32 6,141 6 hr / 10 yr 1.14 0.00 878.76 8,467 12 hr / 10 yr 1.53 0.00 879.11 10,455 24 hr / 10 yr 1.84 0.00 879.36 11,968 30 min / 10 yr 0.27 0.00 877.56 2,414 121 Multi-Event TablesPre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 122HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Events for Pond 4P: South Wet Pond Event Inflow (cfs) Elevation (feet) Storage (cubic-feet) 1 hr / 10 yr 8.48 879.89 18,068 2 hr / 10 yr 9.81 880.28 20,967 3 hr / 10 yr 11.94 880.83 25,692 6 hr / 10 yr 15.42 881.59 33,539 12 hr / 10 yr 18.94 882.25 41,635 24 hr / 10 yr 21.60 882.68 47,835 30 min / 10 yr 5.78 878.90 12,271 122 Multi-Event TablesPre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 123HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Events for Pond 5P: Control Structure Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (acre-feet) 1 hr / 10 yr 0.16 0.16 884.60 0.000 2 hr / 10 yr 0.17 0.17 884.61 0.000 3 hr / 10 yr 0.19 0.19 884.62 0.000 6 hr / 10 yr 0.21 0.21 884.63 0.000 12 hr / 10 yr 0.23 0.23 884.64 0.000 24 hr / 10 yr 0.24 0.24 884.65 0.000 30 min / 10 yr 0.14 0.14 884.59 0.000 123 1S Ex. Basin #1 7S Ex. Basin #2 8S Ex. Basin #3 2P Dry Pond 3P North Wet Pond 4P South Wet Pond 5P CB Control Structure Routing Diagram for Pre-Dev(11-15-24) Prepared by Badger Engineering, Printed 11/18/2024 HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link 124 Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 125HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1 hr / 100 yr Type II 24-hr Default 24.00 1 3.03 2 2 2 hr / 100 yr Type II 24-hr Default 24.00 1 3.74 2 3 3 hr / 100 yr Type II 24-hr Default 24.00 1 4.26 2 4 6 hr / 100 yr Type II 24-hr Default 24.00 1 5.10 2 5 12 hr / 100 yr Type II 24-hr Default 24.00 1 5.76 2 6 24 hr / 100 yr Type II 24-hr Default 24.00 1 6.48 2 7 30 min / 100 yr Type II 24-hr Default 24.00 1 2.42 2 125 Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 126HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 2.521 61 >75% Grass cover, Good, HSG B (1S, 7S, 8S) 0.033 96 Gravel surface, HSG A (1S, 7S, 8S) 3.235 98 Paved parking, HSG A (1S, 7S, 8S) 1.758 98 Unconnected roofs, HSG A (1S, 7S, 8S) 7.548 86 TOTAL AREA 126 Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 127HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 5.026 HSG A 1S, 7S, 8S 2.521 HSG B 1S, 7S, 8S 0.000 HSG C 0.000 HSG D 0.000 Other 7.548 TOTAL AREA 127 Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 128HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 2.521 0.000 0.000 0.000 2.521 >75% Grass cover, Good 1S, 7S, 8S 0.033 0.000 0.000 0.000 0.000 0.033 Gravel surface 1S, 7S, 8S 3.235 0.000 0.000 0.000 0.000 3.235 Paved parking 1S, 7S, 8S 1.758 0.000 0.000 0.000 0.000 1.758 Unconnected roofs 1S, 7S, 8S 5.026 2.521 0.000 0.000 0.000 7.548 TOTAL AREA 128 Type II 24-hr 1 hr / 100 yr Rainfall=3.03"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 129HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=44,996 sf 62.58% Impervious Runoff Depth>1.49"Subcatchment 1S: Ex. Basin #1 Flow Length=323' Tc=4.1 min CN=85 Runoff=3.10 cfs 0.128 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>0.83"Subcatchment 7S: Ex. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.96 cfs 0.071 af Runoff Area=238,747 sf 72.91% Impervious Runoff Depth>1.71"Subcatchment 8S: Ex. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=15.64 cfs 0.782 af Peak Elev=885.57' Storage=2,648 cf Inflow=3.10 cfs 0.128 afPond 2P: Dry Pond Outflow=0.21 cfs 0.126 af Peak Elev=878.78' Storage=8,593 cf Inflow=1.17 cfs 0.198 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=881.64' Storage=34,036 cf Inflow=15.64 cfs 0.782 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.63' Inflow=0.21 cfs 0.126 afPond 5P: Control Structure Outflow=0.21 cfs 0.126 af Total Runoff Area = 7.548 ac Runoff Volume = 0.982 af Average Runoff Depth = 1.56" 33.84% Pervious = 2.554 ac 66.16% Impervious = 4.993 ac 129 Type II 24-hr 1 hr / 100 yr Rainfall=3.03"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 130HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Ex. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 3.10 cfs @ 11.95 hrs, Volume= 0.128 af, Depth> 1.49" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 hr / 100 yr Rainfall=3.03" Area (sf) CN Description 7,494 98 Paved parking, HSG A 528 96 Gravel surface, HSG A 20,664 98 Unconnected roofs, HSG A 16,310 61 >75% Grass cover, Good, HSG B 44,996 85 Weighted Average 16,838 37.42% Pervious Area 28,158 62.58% Impervious Area 20,664 73.39% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 323 1.31 Direct Entry, Basin #1 Ex. ToC Subcatchment 1S: Ex. Basin #1 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 1 hr / 100 yr Rainfall=3.03" Runoff Area=44,996 sf Runoff Volume=0.128 af Runoff Depth>1.49" Flow Length=323' Tc=4.1 min CN=85 3.10 cfs 130 Type II 24-hr 1 hr / 100 yr Rainfall=3.03"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 131HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Ex. Basin #2 Runoff = 0.96 cfs @ 12.16 hrs, Volume= 0.071 af, Depth> 0.83" Routed to Pond 3P : North Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 hr / 100 yr Rainfall=3.03" Area (sf) CN Description 3,770 98 Paved parking, HSG A 459 96 Gravel surface, HSG A 11,511 98 Unconnected roofs, HSG A 29,289 61 >75% Grass cover, Good, HSG B 45,029 74 Weighted Average 29,748 66.06% Pervious Area 15,281 33.94% Impervious Area 11,511 75.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 189 0.15 Direct Entry, Basin #2 Ex. ToC Subcatchment 7S: Ex. Basin #2 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 1 0 Type II 24-hr 1 hr / 100 yr Rainfall=3.03" Runoff Area=45,029 sf Runoff Volume=0.071 af Runoff Depth>0.83" Flow Length=189' Tc=21.1 min CN=74 0.96 cfs 131 Type II 24-hr 1 hr / 100 yr Rainfall=3.03"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 132HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Ex. Basin #3 Runoff = 15.64 cfs @ 12.00 hrs, Volume= 0.782 af, Depth> 1.71" Routed to Pond 4P : South Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 hr / 100 yr Rainfall=3.03" Area (sf) CN Description 129,644 98 Paved parking, HSG A 454 96 Gravel surface, HSG A 44,421 98 Unconnected roofs, HSG A 64,228 61 >75% Grass cover, Good, HSG B 238,747 88 Weighted Average 64,682 27.09% Pervious Area 174,065 72.91% Impervious Area 44,421 25.52% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 910 1.65 Direct Entry, Basin #3 Ex. ToC Subcatchment 8S: Ex. Basin #3 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 1 hr / 100 yr Rainfall=3.03" Runoff Area=238,747 sf Runoff Volume=0.782 af Runoff Depth>1.71" Flow Length=910' Tc=9.2 min CN=88 15.64 cfs 132 Type II 24-hr 1 hr / 100 yr Rainfall=3.03"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 133HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [44] Hint: Outlet device #1 is below defined storage Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 1.49" for 1 hr / 100 yr event Inflow = 3.10 cfs @ 11.95 hrs, Volume= 0.128 af Outflow = 0.21 cfs @ 12.60 hrs, Volume= 0.126 af, Atten= 93%, Lag= 39.1 min Primary = 0.21 cfs @ 12.60 hrs, Volume= 0.126 af Routed to Pond 5P : Control Structure Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 885.57' @ 12.60 hrs Surf.Area= 5,023 sf Storage= 2,648 cf Plug-Flow detention time= 134.2 min calculated for 0.126 af (98% of inflow) Center-of-Mass det. time= 127.7 min ( 910.4 - 782.7 ) Volume Invert Avail.Storage Storage Description #1 885.00' 11,154 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 885.00 4,343 0 0 886.00 5,546 4,945 4,945 887.00 6,873 6,210 11,154 Device Routing Invert Outlet Devices #1 Primary 884.66' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.21 cfs @ 12.60 hrs HW=885.57' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.21 cfs @ 4.25 fps) 133 Type II 24-hr 1 hr / 100 yr Rainfall=3.03"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 134HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 109 8 7 6 5 Fl o w ( c f s ) 3 2 1 0 Inflow Area=1.033 ac Peak Elev=885.57' Storage=2,648 cf 3.10 cfs 0.21 cfs 134 Type II 24-hr 1 hr / 100 yr Rainfall=3.03"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 135HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond Inflow Area = 2.067 ac, 48.25% Impervious, Inflow Depth > 1.15" for 1 hr / 100 yr event Inflow = 1.17 cfs @ 12.16 hrs, Volume= 0.198 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 4P : South Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 878.78' @ 20.00 hrs Surf.Area= 5,569 sf Storage= 8,593 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 877.00' 64,199 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.00 4,116 0 0 878.00 4,900 4,508 4,508 879.00 5,758 5,329 9,837 880.00 6,351 6,055 15,892 881.00 7,289 6,820 22,712 882.00 8,284 7,787 30,498 883.00 10,021 9,153 39,651 884.00 12,203 11,112 50,763 885.00 14,670 13,437 64,199 Device Routing Invert Outlet Devices #1 Primary 882.07' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 135 Type II 24-hr 1 hr / 100 yr Rainfall=3.03"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 136HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 1 0 Inflow Area=2.067 ac Peak Elev=878.78' Storage=8,593 cf 1.17 cfs 0.00 cfs 136 Type II 24-hr 1 hr / 100 yr Rainfall=3.03"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 137HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: South Wet Pond Inflow Area = 7.548 ac, 66.16% Impervious, Inflow Depth > 1.24" for 1 hr / 100 yr event Inflow = 15.64 cfs @ 12.00 hrs, Volume= 0.782 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 881.64' @ 20.00 hrs Surf.Area= 11,440 sf Storage= 34,036 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 875.00' 100,587 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 875.00 2,000 0 0 876.00 2,201 2,101 2,101 877.00 2,731 2,466 4,567 878.00 4,369 3,550 8,117 879.00 4,930 4,650 12,766 880.00 7,244 6,087 18,853 881.00 9,665 8,455 27,308 882.00 12,448 11,057 38,364 883.00 16,517 14,483 52,847 884.00 24,279 20,398 73,245 885.00 30,406 27,343 100,587 137 Type II 24-hr 1 hr / 100 yr Rainfall=3.03"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 138HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.548 ac Peak Elev=881.64' Storage=34,036 cf 15.64 cfs 138 Type II 24-hr 1 hr / 100 yr Rainfall=3.03"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 139HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.63' (Flood elevation advised) Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 1.47" for 1 hr / 100 yr event Inflow = 0.21 cfs @ 12.60 hrs, Volume= 0.126 af Outflow = 0.21 cfs @ 12.60 hrs, Volume= 0.126 af, Atten= 0%, Lag= 0.0 min Primary = 0.21 cfs @ 12.60 hrs, Volume= 0.126 af Routed to Pond 3P : North Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.63' @ 12.60 hrs Device Routing Invert Outlet Devices #1 Primary 884.41' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.21 cfs @ 12.60 hrs HW=884.63' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.21 cfs @ 1.61 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=1.033 ac Peak Elev=884.63' 0.21 cfs 0.21 cfs 139 Type II 24-hr 2 hr / 100 yr Rainfall=3.74"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 140HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=44,996 sf 62.58% Impervious Runoff Depth>2.07"Subcatchment 1S: Ex. Basin #1 Flow Length=323' Tc=4.1 min CN=85 Runoff=4.23 cfs 0.178 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>1.27"Subcatchment 7S: Ex. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=1.52 cfs 0.110 af Runoff Area=238,747 sf 72.91% Impervious Runoff Depth>2.32"Subcatchment 8S: Ex. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=20.86 cfs 1.059 af Peak Elev=885.81' Storage=3,891 cf Inflow=4.23 cfs 0.178 afPond 2P: Dry Pond Outflow=0.24 cfs 0.156 af Peak Elev=879.29' Storage=11,546 cf Inflow=1.75 cfs 0.265 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=882.57' Storage=46,103 cf Inflow=20.86 cfs 1.059 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.65' Inflow=0.24 cfs 0.156 afPond 5P: Control Structure Outflow=0.24 cfs 0.156 af Total Runoff Area = 7.548 ac Runoff Volume = 1.346 af Average Runoff Depth = 2.14" 33.84% Pervious = 2.554 ac 66.16% Impervious = 4.993 ac 140 Type II 24-hr 2 hr / 100 yr Rainfall=3.74"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 141HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Ex. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 4.23 cfs @ 11.95 hrs, Volume= 0.178 af, Depth> 2.07" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2 hr / 100 yr Rainfall=3.74" Area (sf) CN Description 7,494 98 Paved parking, HSG A 528 96 Gravel surface, HSG A 20,664 98 Unconnected roofs, HSG A 16,310 61 >75% Grass cover, Good, HSG B 44,996 85 Weighted Average 16,838 37.42% Pervious Area 28,158 62.58% Impervious Area 20,664 73.39% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 323 1.31 Direct Entry, Basin #1 Ex. ToC Subcatchment 1S: Ex. Basin #1 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 4 3 2 1 0 Type II 24-hr 2 hr / 100 yr Rainfall=3.74" Runoff Area=44,996 sf Runoff Volume=0.178 af Runoff Depth>2.07" Flow Length=323' Tc=4.1 min CN=85 4.23 cfs 141 Type II 24-hr 2 hr / 100 yr Rainfall=3.74"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 142HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Ex. Basin #2 Runoff = 1.52 cfs @ 12.15 hrs, Volume= 0.110 af, Depth> 1.27" Routed to Pond 3P : North Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2 hr / 100 yr Rainfall=3.74" Area (sf) CN Description 3,770 98 Paved parking, HSG A 459 96 Gravel surface, HSG A 11,511 98 Unconnected roofs, HSG A 29,289 61 >75% Grass cover, Good, HSG B 45,029 74 Weighted Average 29,748 66.06% Pervious Area 15,281 33.94% Impervious Area 11,511 75.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 189 0.15 Direct Entry, Basin #2 Ex. ToC Subcatchment 7S: Ex. Basin #2 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 1 0 Type II 24-hr 2 hr / 100 yr Rainfall=3.74" Runoff Area=45,029 sf Runoff Volume=0.110 af Runoff Depth>1.27" Flow Length=189' Tc=21.1 min CN=74 1.52 cfs 142 Type II 24-hr 2 hr / 100 yr Rainfall=3.74"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 143HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Ex. Basin #3 Runoff = 20.86 cfs @ 12.00 hrs, Volume= 1.059 af, Depth> 2.32" Routed to Pond 4P : South Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2 hr / 100 yr Rainfall=3.74" Area (sf) CN Description 129,644 98 Paved parking, HSG A 454 96 Gravel surface, HSG A 44,421 98 Unconnected roofs, HSG A 64,228 61 >75% Grass cover, Good, HSG B 238,747 88 Weighted Average 64,682 27.09% Pervious Area 174,065 72.91% Impervious Area 44,421 25.52% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 910 1.65 Direct Entry, Basin #3 Ex. ToC Subcatchment 8S: Ex. Basin #3 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 hr / 100 yr Rainfall=3.74" Runoff Area=238,747 sf Runoff Volume=1.059 af Runoff Depth>2.32" Flow Length=910' Tc=9.2 min CN=88 20.86 cfs 143 Type II 24-hr 2 hr / 100 yr Rainfall=3.74"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 144HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [44] Hint: Outlet device #1 is below defined storage Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 2.07" for 2 hr / 100 yr event Inflow = 4.23 cfs @ 11.95 hrs, Volume= 0.178 af Outflow = 0.24 cfs @ 12.81 hrs, Volume= 0.156 af, Atten= 94%, Lag= 51.8 min Primary = 0.24 cfs @ 12.81 hrs, Volume= 0.156 af Routed to Pond 5P : Control Structure Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 885.81' @ 12.81 hrs Surf.Area= 5,313 sf Storage= 3,891 cf Plug-Flow detention time= 172.6 min calculated for 0.155 af (87% of inflow) Center-of-Mass det. time= 132.6 min ( 908.2 - 775.5 ) Volume Invert Avail.Storage Storage Description #1 885.00' 11,154 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 885.00 4,343 0 0 886.00 5,546 4,945 4,945 887.00 6,873 6,210 11,154 Device Routing Invert Outlet Devices #1 Primary 884.66' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.24 cfs @ 12.81 hrs HW=885.81' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.24 cfs @ 4.87 fps) 144 Type II 24-hr 2 hr / 100 yr Rainfall=3.74"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 145HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 109 8 7 6 5 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=1.033 ac Peak Elev=885.81' Storage=3,891 cf 4.23 cfs 0.24 cfs 145 Type II 24-hr 2 hr / 100 yr Rainfall=3.74"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 146HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond Inflow Area = 2.067 ac, 48.25% Impervious, Inflow Depth > 1.54" for 2 hr / 100 yr event Inflow = 1.75 cfs @ 12.15 hrs, Volume= 0.265 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 4P : South Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 879.29' @ 20.00 hrs Surf.Area= 5,931 sf Storage= 11,546 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 877.00' 64,199 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.00 4,116 0 0 878.00 4,900 4,508 4,508 879.00 5,758 5,329 9,837 880.00 6,351 6,055 15,892 881.00 7,289 6,820 22,712 882.00 8,284 7,787 30,498 883.00 10,021 9,153 39,651 884.00 12,203 11,112 50,763 885.00 14,670 13,437 64,199 Device Routing Invert Outlet Devices #1 Primary 882.07' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 146 Type II 24-hr 2 hr / 100 yr Rainfall=3.74"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 147HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 1 0 Inflow Area=2.067 ac Peak Elev=879.29' Storage=11,546 cf 1.75 cfs 0.00 cfs 147 Type II 24-hr 2 hr / 100 yr Rainfall=3.74"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 148HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: South Wet Pond [81] Warning: Exceeded Pond 3P by 3.56' @ 15.00 hrs Inflow Area = 7.548 ac, 66.16% Impervious, Inflow Depth > 1.68" for 2 hr / 100 yr event Inflow = 20.86 cfs @ 12.00 hrs, Volume= 1.059 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 882.57' @ 20.00 hrs Surf.Area= 14,763 sf Storage= 46,103 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 875.00' 100,587 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 875.00 2,000 0 0 876.00 2,201 2,101 2,101 877.00 2,731 2,466 4,567 878.00 4,369 3,550 8,117 879.00 4,930 4,650 12,766 880.00 7,244 6,087 18,853 881.00 9,665 8,455 27,308 882.00 12,448 11,057 38,364 883.00 16,517 14,483 52,847 884.00 24,279 20,398 73,245 885.00 30,406 27,343 100,587 148 Type II 24-hr 2 hr / 100 yr Rainfall=3.74"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 149HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.548 ac Peak Elev=882.57' Storage=46,103 cf 20.86 cfs 149 Type II 24-hr 2 hr / 100 yr Rainfall=3.74"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 150HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.65' (Flood elevation advised) Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 1.81" for 2 hr / 100 yr event Inflow = 0.24 cfs @ 12.81 hrs, Volume= 0.156 af Outflow = 0.24 cfs @ 12.81 hrs, Volume= 0.156 af, Atten= 0%, Lag= 0.0 min Primary = 0.24 cfs @ 12.81 hrs, Volume= 0.156 af Routed to Pond 3P : North Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.65' @ 12.81 hrs Device Routing Invert Outlet Devices #1 Primary 884.41' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.24 cfs @ 12.81 hrs HW=884.65' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.24 cfs @ 1.66 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.033 ac Peak Elev=884.65' 0.24 cfs 0.24 cfs 150 Type II 24-hr 3 hr / 100 yr Rainfall=4.26"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 151HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=44,996 sf 62.58% Impervious Runoff Depth>2.51"Subcatchment 1S: Ex. Basin #1 Flow Length=323' Tc=4.1 min CN=85 Runoff=5.07 cfs 0.216 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>1.62"Subcatchment 7S: Ex. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=1.95 cfs 0.140 af Runoff Area=238,747 sf 72.91% Impervious Runoff Depth>2.77"Subcatchment 8S: Ex. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=24.70 cfs 1.267 af Peak Elev=885.99' Storage=4,873 cf Inflow=5.07 cfs 0.216 afPond 2P: Dry Pond Outflow=0.26 cfs 0.176 af Peak Elev=879.66' Storage=13,750 cf Inflow=2.21 cfs 0.316 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=883.14' Storage=55,162 cf Inflow=24.70 cfs 1.267 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.66' Inflow=0.26 cfs 0.176 afPond 5P: Control Structure Outflow=0.26 cfs 0.176 af Total Runoff Area = 7.548 ac Runoff Volume = 1.623 af Average Runoff Depth = 2.58" 33.84% Pervious = 2.554 ac 66.16% Impervious = 4.993 ac 151 Type II 24-hr 3 hr / 100 yr Rainfall=4.26"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 152HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Ex. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 5.07 cfs @ 11.95 hrs, Volume= 0.216 af, Depth> 2.51" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 3 hr / 100 yr Rainfall=4.26" Area (sf) CN Description 7,494 98 Paved parking, HSG A 528 96 Gravel surface, HSG A 20,664 98 Unconnected roofs, HSG A 16,310 61 >75% Grass cover, Good, HSG B 44,996 85 Weighted Average 16,838 37.42% Pervious Area 28,158 62.58% Impervious Area 20,664 73.39% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 323 1.31 Direct Entry, Basin #1 Ex. ToC Subcatchment 1S: Ex. Basin #1 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 5 4 3 2 1 0 Type II 24-hr 3 hr / 100 yr Rainfall=4.26" Runoff Area=44,996 sf Runoff Volume=0.216 af Runoff Depth>2.51" Flow Length=323' Tc=4.1 min CN=85 5.07 cfs 152 Type II 24-hr 3 hr / 100 yr Rainfall=4.26"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 153HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Ex. Basin #2 Runoff = 1.95 cfs @ 12.15 hrs, Volume= 0.140 af, Depth> 1.62" Routed to Pond 3P : North Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 3 hr / 100 yr Rainfall=4.26" Area (sf) CN Description 3,770 98 Paved parking, HSG A 459 96 Gravel surface, HSG A 11,511 98 Unconnected roofs, HSG A 29,289 61 >75% Grass cover, Good, HSG B 45,029 74 Weighted Average 29,748 66.06% Pervious Area 15,281 33.94% Impervious Area 11,511 75.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 189 0.15 Direct Entry, Basin #2 Ex. ToC Subcatchment 7S: Ex. Basin #2 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 2 1 0 Type II 24-hr 3 hr / 100 yr Rainfall=4.26" Runoff Area=45,029 sf Runoff Volume=0.140 af Runoff Depth>1.62" Flow Length=189' Tc=21.1 min CN=74 1.95 cfs 153 Type II 24-hr 3 hr / 100 yr Rainfall=4.26"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 154HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Ex. Basin #3 Runoff = 24.70 cfs @ 12.00 hrs, Volume= 1.267 af, Depth> 2.77" Routed to Pond 4P : South Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 3 hr / 100 yr Rainfall=4.26" Area (sf) CN Description 129,644 98 Paved parking, HSG A 454 96 Gravel surface, HSG A 44,421 98 Unconnected roofs, HSG A 64,228 61 >75% Grass cover, Good, HSG B 238,747 88 Weighted Average 64,682 27.09% Pervious Area 174,065 72.91% Impervious Area 44,421 25.52% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 910 1.65 Direct Entry, Basin #3 Ex. ToC Subcatchment 8S: Ex. Basin #3 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 3 hr / 100 yr Rainfall=4.26" Runoff Area=238,747 sf Runoff Volume=1.267 af Runoff Depth>2.77" Flow Length=910' Tc=9.2 min CN=88 24.70 cfs 154 Type II 24-hr 3 hr / 100 yr Rainfall=4.26"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 155HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [44] Hint: Outlet device #1 is below defined storage Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 2.51" for 3 hr / 100 yr event Inflow = 5.07 cfs @ 11.95 hrs, Volume= 0.216 af Outflow = 0.26 cfs @ 12.93 hrs, Volume= 0.176 af, Atten= 95%, Lag= 58.8 min Primary = 0.26 cfs @ 12.93 hrs, Volume= 0.176 af Routed to Pond 5P : Control Structure Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 885.99' @ 12.93 hrs Surf.Area= 5,531 sf Storage= 4,873 cf Plug-Flow detention time= 186.2 min calculated for 0.176 af (81% of inflow) Center-of-Mass det. time= 134.3 min ( 905.5 - 771.2 ) Volume Invert Avail.Storage Storage Description #1 885.00' 11,154 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 885.00 4,343 0 0 886.00 5,546 4,945 4,945 887.00 6,873 6,210 11,154 Device Routing Invert Outlet Devices #1 Primary 884.66' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.26 cfs @ 12.93 hrs HW=885.99' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.26 cfs @ 5.28 fps) 155 Type II 24-hr 3 hr / 100 yr Rainfall=4.26"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 156HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 109 8 7 6 5 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=1.033 ac Peak Elev=885.99' Storage=4,873 cf 5.07 cfs 0.26 cfs 156 Type II 24-hr 3 hr / 100 yr Rainfall=4.26"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 157HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond Inflow Area = 2.067 ac, 48.25% Impervious, Inflow Depth > 1.84" for 3 hr / 100 yr event Inflow = 2.21 cfs @ 12.15 hrs, Volume= 0.316 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 4P : South Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 879.66' @ 20.00 hrs Surf.Area= 6,148 sf Storage= 13,750 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 877.00' 64,199 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.00 4,116 0 0 878.00 4,900 4,508 4,508 879.00 5,758 5,329 9,837 880.00 6,351 6,055 15,892 881.00 7,289 6,820 22,712 882.00 8,284 7,787 30,498 883.00 10,021 9,153 39,651 884.00 12,203 11,112 50,763 885.00 14,670 13,437 64,199 Device Routing Invert Outlet Devices #1 Primary 882.07' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 157 Type II 24-hr 3 hr / 100 yr Rainfall=4.26"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 158HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 2 1 0 Inflow Area=2.067 ac Peak Elev=879.66' Storage=13,750 cf 2.21 cfs 0.00 cfs 158 Type II 24-hr 3 hr / 100 yr Rainfall=4.26"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 159HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: South Wet Pond [81] Warning: Exceeded Pond 3P by 3.92' @ 13.40 hrs Inflow Area = 7.548 ac, 66.16% Impervious, Inflow Depth > 2.01" for 3 hr / 100 yr event Inflow = 24.70 cfs @ 12.00 hrs, Volume= 1.267 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 883.14' @ 20.00 hrs Surf.Area= 17,572 sf Storage= 55,162 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 875.00' 100,587 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 875.00 2,000 0 0 876.00 2,201 2,101 2,101 877.00 2,731 2,466 4,567 878.00 4,369 3,550 8,117 879.00 4,930 4,650 12,766 880.00 7,244 6,087 18,853 881.00 9,665 8,455 27,308 882.00 12,448 11,057 38,364 883.00 16,517 14,483 52,847 884.00 24,279 20,398 73,245 885.00 30,406 27,343 100,587 159 Type II 24-hr 3 hr / 100 yr Rainfall=4.26"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 160HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=7.548 ac Peak Elev=883.14' Storage=55,162 cf 24.70 cfs 160 Type II 24-hr 3 hr / 100 yr Rainfall=4.26"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 161HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.66' (Flood elevation advised) Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 2.05" for 3 hr / 100 yr event Inflow = 0.26 cfs @ 12.93 hrs, Volume= 0.176 af Outflow = 0.26 cfs @ 12.93 hrs, Volume= 0.176 af, Atten= 0%, Lag= 0.0 min Primary = 0.26 cfs @ 12.93 hrs, Volume= 0.176 af Routed to Pond 3P : North Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.66' @ 12.93 hrs Device Routing Invert Outlet Devices #1 Primary 884.41' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.26 cfs @ 12.93 hrs HW=884.66' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.26 cfs @ 1.70 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.033 ac Peak Elev=884.66' 0.26 cfs 0.26 cfs 161 Type II 24-hr 6 hr / 100 yr Rainfall=5.10"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 162HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=44,996 sf 62.58% Impervious Runoff Depth>3.23"Subcatchment 1S: Ex. Basin #1 Flow Length=323' Tc=4.1 min CN=85 Runoff=6.44 cfs 0.278 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>2.23"Subcatchment 7S: Ex. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=2.70 cfs 0.192 af Runoff Area=238,747 sf 72.91% Impervious Runoff Depth>3.52"Subcatchment 8S: Ex. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=30.91 cfs 1.609 af Peak Elev=886.28' Storage=6,557 cf Inflow=6.44 cfs 0.278 afPond 2P: Dry Pond Outflow=0.29 cfs 0.206 af Peak Elev=880.23' Storage=17,347 cf Inflow=2.98 cfs 0.399 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=883.87' Storage=70,055 cf Inflow=30.91 cfs 1.609 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.67' Inflow=0.29 cfs 0.206 afPond 5P: Control Structure Outflow=0.29 cfs 0.206 af Total Runoff Area = 7.548 ac Runoff Volume = 2.080 af Average Runoff Depth = 3.31" 33.84% Pervious = 2.554 ac 66.16% Impervious = 4.993 ac 162 Type II 24-hr 6 hr / 100 yr Rainfall=5.10"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 163HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Ex. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 6.44 cfs @ 11.94 hrs, Volume= 0.278 af, Depth> 3.23" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 6 hr / 100 yr Rainfall=5.10" Area (sf) CN Description 7,494 98 Paved parking, HSG A 528 96 Gravel surface, HSG A 20,664 98 Unconnected roofs, HSG A 16,310 61 >75% Grass cover, Good, HSG B 44,996 85 Weighted Average 16,838 37.42% Pervious Area 28,158 62.58% Impervious Area 20,664 73.39% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 323 1.31 Direct Entry, Basin #1 Ex. ToC Subcatchment 1S: Ex. Basin #1 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Type II 24-hr 6 hr / 100 yr Rainfall=5.10" Runoff Area=44,996 sf Runoff Volume=0.278 af Runoff Depth>3.23" Flow Length=323' Tc=4.1 min CN=85 6.44 cfs 163 Type II 24-hr 6 hr / 100 yr Rainfall=5.10"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 164HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Ex. Basin #2 Runoff = 2.70 cfs @ 12.14 hrs, Volume= 0.192 af, Depth> 2.23" Routed to Pond 3P : North Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 6 hr / 100 yr Rainfall=5.10" Area (sf) CN Description 3,770 98 Paved parking, HSG A 459 96 Gravel surface, HSG A 11,511 98 Unconnected roofs, HSG A 29,289 61 >75% Grass cover, Good, HSG B 45,029 74 Weighted Average 29,748 66.06% Pervious Area 15,281 33.94% Impervious Area 11,511 75.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 189 0.15 Direct Entry, Basin #2 Ex. ToC Subcatchment 7S: Ex. Basin #2 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 6 hr / 100 yr Rainfall=5.10" Runoff Area=45,029 sf Runoff Volume=0.192 af Runoff Depth>2.23" Flow Length=189' Tc=21.1 min CN=74 2.70 cfs 164 Type II 24-hr 6 hr / 100 yr Rainfall=5.10"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 165HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Ex. Basin #3 Runoff = 30.91 cfs @ 12.00 hrs, Volume= 1.609 af, Depth> 3.52" Routed to Pond 4P : South Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 6 hr / 100 yr Rainfall=5.10" Area (sf) CN Description 129,644 98 Paved parking, HSG A 454 96 Gravel surface, HSG A 44,421 98 Unconnected roofs, HSG A 64,228 61 >75% Grass cover, Good, HSG B 238,747 88 Weighted Average 64,682 27.09% Pervious Area 174,065 72.91% Impervious Area 44,421 25.52% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 910 1.65 Direct Entry, Basin #3 Ex. ToC Subcatchment 8S: Ex. Basin #3 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 6 hr / 100 yr Rainfall=5.10" Runoff Area=238,747 sf Runoff Volume=1.609 af Runoff Depth>3.52" Flow Length=910' Tc=9.2 min CN=88 30.91 cfs 165 Type II 24-hr 6 hr / 100 yr Rainfall=5.10"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 166HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [44] Hint: Outlet device #1 is below defined storage Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 3.23" for 6 hr / 100 yr event Inflow = 6.44 cfs @ 11.94 hrs, Volume= 0.278 af Outflow = 0.29 cfs @ 13.07 hrs, Volume= 0.206 af, Atten= 96%, Lag= 67.7 min Primary = 0.29 cfs @ 13.07 hrs, Volume= 0.206 af Routed to Pond 5P : Control Structure Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 886.28' @ 13.07 hrs Surf.Area= 5,919 sf Storage= 6,557 cf Plug-Flow detention time= 196.9 min calculated for 0.206 af (74% of inflow) Center-of-Mass det. time= 135.2 min ( 900.6 - 765.3 ) Volume Invert Avail.Storage Storage Description #1 885.00' 11,154 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 885.00 4,343 0 0 886.00 5,546 4,945 4,945 887.00 6,873 6,210 11,154 Device Routing Invert Outlet Devices #1 Primary 884.66' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.29 cfs @ 13.07 hrs HW=886.28' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.29 cfs @ 5.89 fps) 166 Type II 24-hr 6 hr / 100 yr Rainfall=5.10"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 167HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 109 8 7 6 5 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=1.033 ac Peak Elev=886.28' Storage=6,557 cf 6.44 cfs 0.29 cfs 167 Type II 24-hr 6 hr / 100 yr Rainfall=5.10"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 168HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond Inflow Area = 2.067 ac, 48.25% Impervious, Inflow Depth > 2.32" for 6 hr / 100 yr event Inflow = 2.98 cfs @ 12.14 hrs, Volume= 0.399 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 4P : South Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 880.23' @ 20.00 hrs Surf.Area= 6,563 sf Storage= 17,347 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 877.00' 64,199 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.00 4,116 0 0 878.00 4,900 4,508 4,508 879.00 5,758 5,329 9,837 880.00 6,351 6,055 15,892 881.00 7,289 6,820 22,712 882.00 8,284 7,787 30,498 883.00 10,021 9,153 39,651 884.00 12,203 11,112 50,763 885.00 14,670 13,437 64,199 Device Routing Invert Outlet Devices #1 Primary 882.07' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 168 Type II 24-hr 6 hr / 100 yr Rainfall=5.10"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 169HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 3 2 1 0 Inflow Area=2.067 ac Peak Elev=880.23' Storage=17,347 cf 2.98 cfs 0.00 cfs 169 Type II 24-hr 6 hr / 100 yr Rainfall=5.10"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 170HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: South Wet Pond [81] Warning: Exceeded Pond 3P by 4.38' @ 12.20 hrs Inflow Area = 7.548 ac, 66.16% Impervious, Inflow Depth > 2.56" for 6 hr / 100 yr event Inflow = 30.91 cfs @ 12.00 hrs, Volume= 1.609 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 883.87' @ 20.00 hrs Surf.Area= 23,237 sf Storage= 70,055 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 875.00' 100,587 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 875.00 2,000 0 0 876.00 2,201 2,101 2,101 877.00 2,731 2,466 4,567 878.00 4,369 3,550 8,117 879.00 4,930 4,650 12,766 880.00 7,244 6,087 18,853 881.00 9,665 8,455 27,308 882.00 12,448 11,057 38,364 883.00 16,517 14,483 52,847 884.00 24,279 20,398 73,245 885.00 30,406 27,343 100,587 170 Type II 24-hr 6 hr / 100 yr Rainfall=5.10"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 171HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=7.548 ac Peak Elev=883.87' Storage=70,055 cf 30.91 cfs 171 Type II 24-hr 6 hr / 100 yr Rainfall=5.10"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 172HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.67' (Flood elevation advised) [79] Warning: Submerged Pond 2P Primary device # 1 by 0.01' Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 2.40" for 6 hr / 100 yr event Inflow = 0.29 cfs @ 13.07 hrs, Volume= 0.206 af Outflow = 0.29 cfs @ 13.07 hrs, Volume= 0.206 af, Atten= 0%, Lag= 0.0 min Primary = 0.29 cfs @ 13.07 hrs, Volume= 0.206 af Routed to Pond 3P : North Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.67' @ 13.07 hrs Device Routing Invert Outlet Devices #1 Primary 884.41' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.29 cfs @ 13.07 hrs HW=884.67' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.29 cfs @ 1.75 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.033 ac Peak Elev=884.67' 0.29 cfs 0.29 cfs 172 Type II 24-hr 12 hr / 100 yr Rainfall=5.76"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 173HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=44,996 sf 62.58% Impervious Runoff Depth>3.81"Subcatchment 1S: Ex. Basin #1 Flow Length=323' Tc=4.1 min CN=85 Runoff=7.51 cfs 0.328 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>2.74"Subcatchment 7S: Ex. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=3.31 cfs 0.236 af Runoff Area=238,747 sf 72.91% Impervious Runoff Depth>4.12"Subcatchment 8S: Ex. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=35.78 cfs 1.881 af Peak Elev=886.51' Storage=7,946 cf Inflow=7.51 cfs 0.328 afPond 2P: Dry Pond Outflow=0.31 cfs 0.228 af Peak Elev=880.65' Storage=20,188 cf Inflow=3.61 cfs 0.464 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.34' Storage=81,877 cf Inflow=35.78 cfs 1.881 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.68' Inflow=0.31 cfs 0.228 afPond 5P: Control Structure Outflow=0.31 cfs 0.228 af Total Runoff Area = 7.548 ac Runoff Volume = 2.445 af Average Runoff Depth = 3.89" 33.84% Pervious = 2.554 ac 66.16% Impervious = 4.993 ac 173 Type II 24-hr 12 hr / 100 yr Rainfall=5.76"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 174HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Ex. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 7.51 cfs @ 11.94 hrs, Volume= 0.328 af, Depth> 3.81" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 12 hr / 100 yr Rainfall=5.76" Area (sf) CN Description 7,494 98 Paved parking, HSG A 528 96 Gravel surface, HSG A 20,664 98 Unconnected roofs, HSG A 16,310 61 >75% Grass cover, Good, HSG B 44,996 85 Weighted Average 16,838 37.42% Pervious Area 28,158 62.58% Impervious Area 20,664 73.39% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 323 1.31 Direct Entry, Basin #1 Ex. ToC Subcatchment 1S: Ex. Basin #1 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Type II 24-hr 12 hr / 100 yr Rainfall=5.76" Runoff Area=44,996 sf Runoff Volume=0.328 af Runoff Depth>3.81" Flow Length=323' Tc=4.1 min CN=85 7.51 cfs 174 Type II 24-hr 12 hr / 100 yr Rainfall=5.76"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 175HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Ex. Basin #2 Runoff = 3.31 cfs @ 12.14 hrs, Volume= 0.236 af, Depth> 2.74" Routed to Pond 3P : North Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 12 hr / 100 yr Rainfall=5.76" Area (sf) CN Description 3,770 98 Paved parking, HSG A 459 96 Gravel surface, HSG A 11,511 98 Unconnected roofs, HSG A 29,289 61 >75% Grass cover, Good, HSG B 45,029 74 Weighted Average 29,748 66.06% Pervious Area 15,281 33.94% Impervious Area 11,511 75.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 189 0.15 Direct Entry, Basin #2 Ex. ToC Subcatchment 7S: Ex. Basin #2 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 12 hr / 100 yr Rainfall=5.76" Runoff Area=45,029 sf Runoff Volume=0.236 af Runoff Depth>2.74" Flow Length=189' Tc=21.1 min CN=74 3.31 cfs 175 Type II 24-hr 12 hr / 100 yr Rainfall=5.76"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 176HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Ex. Basin #3 Runoff = 35.78 cfs @ 12.00 hrs, Volume= 1.881 af, Depth> 4.12" Routed to Pond 4P : South Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 12 hr / 100 yr Rainfall=5.76" Area (sf) CN Description 129,644 98 Paved parking, HSG A 454 96 Gravel surface, HSG A 44,421 98 Unconnected roofs, HSG A 64,228 61 >75% Grass cover, Good, HSG B 238,747 88 Weighted Average 64,682 27.09% Pervious Area 174,065 72.91% Impervious Area 44,421 25.52% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 910 1.65 Direct Entry, Basin #3 Ex. ToC Subcatchment 8S: Ex. Basin #3 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 12 hr / 100 yr Rainfall=5.76" Runoff Area=238,747 sf Runoff Volume=1.881 af Runoff Depth>4.12" Flow Length=910' Tc=9.2 min CN=88 35.78 cfs 176 Type II 24-hr 12 hr / 100 yr Rainfall=5.76"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 177HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [44] Hint: Outlet device #1 is below defined storage Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 3.81" for 12 hr / 100 yr event Inflow = 7.51 cfs @ 11.94 hrs, Volume= 0.328 af Outflow = 0.31 cfs @ 13.21 hrs, Volume= 0.228 af, Atten= 96%, Lag= 76.1 min Primary = 0.31 cfs @ 13.21 hrs, Volume= 0.228 af Routed to Pond 5P : Control Structure Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 886.51' @ 13.21 hrs Surf.Area= 6,223 sf Storage= 7,946 cf Plug-Flow detention time= 201.5 min calculated for 0.228 af (70% of inflow) Center-of-Mass det. time= 134.9 min ( 896.4 - 761.4 ) Volume Invert Avail.Storage Storage Description #1 885.00' 11,154 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 885.00 4,343 0 0 886.00 5,546 4,945 4,945 887.00 6,873 6,210 11,154 Device Routing Invert Outlet Devices #1 Primary 884.66' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.31 cfs @ 13.21 hrs HW=886.51' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.31 cfs @ 6.32 fps) 177 Type II 24-hr 12 hr / 100 yr Rainfall=5.76"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 178HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 109 8 7 6 5 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Inflow Area=1.033 ac Peak Elev=886.51' Storage=7,946 cf 7.51 cfs 0.31 cfs 178 Type II 24-hr 12 hr / 100 yr Rainfall=5.76"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 179HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond Inflow Area = 2.067 ac, 48.25% Impervious, Inflow Depth > 2.69" for 12 hr / 100 yr event Inflow = 3.61 cfs @ 12.14 hrs, Volume= 0.464 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 4P : South Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 880.65' @ 20.00 hrs Surf.Area= 6,957 sf Storage= 20,188 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 877.00' 64,199 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.00 4,116 0 0 878.00 4,900 4,508 4,508 879.00 5,758 5,329 9,837 880.00 6,351 6,055 15,892 881.00 7,289 6,820 22,712 882.00 8,284 7,787 30,498 883.00 10,021 9,153 39,651 884.00 12,203 11,112 50,763 885.00 14,670 13,437 64,199 Device Routing Invert Outlet Devices #1 Primary 882.07' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 179 Type II 24-hr 12 hr / 100 yr Rainfall=5.76"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 180HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=2.067 ac Peak Elev=880.65' Storage=20,188 cf 3.61 cfs 0.00 cfs 180 Type II 24-hr 12 hr / 100 yr Rainfall=5.76"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 181HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: South Wet Pond [82] Warning: Early inflow requires earlier time span [81] Warning: Exceeded Pond 3P by 4.69' @ 12.15 hrs Inflow Area = 7.548 ac, 66.16% Impervious, Inflow Depth > 2.99" for 12 hr / 100 yr event Inflow = 35.78 cfs @ 12.00 hrs, Volume= 1.881 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.34' @ 20.00 hrs Surf.Area= 26,368 sf Storage= 81,877 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 875.00' 100,587 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 875.00 2,000 0 0 876.00 2,201 2,101 2,101 877.00 2,731 2,466 4,567 878.00 4,369 3,550 8,117 879.00 4,930 4,650 12,766 880.00 7,244 6,087 18,853 881.00 9,665 8,455 27,308 882.00 12,448 11,057 38,364 883.00 16,517 14,483 52,847 884.00 24,279 20,398 73,245 885.00 30,406 27,343 100,587 181 Type II 24-hr 12 hr / 100 yr Rainfall=5.76"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 182HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=7.548 ac Peak Elev=884.34' Storage=81,877 cf 35.78 cfs 182 Type II 24-hr 12 hr / 100 yr Rainfall=5.76"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 183HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.68' (Flood elevation advised) [79] Warning: Submerged Pond 2P Primary device # 1 by 0.02' Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 2.65" for 12 hr / 100 yr event Inflow = 0.31 cfs @ 13.21 hrs, Volume= 0.228 af Outflow = 0.31 cfs @ 13.21 hrs, Volume= 0.228 af, Atten= 0%, Lag= 0.0 min Primary = 0.31 cfs @ 13.21 hrs, Volume= 0.228 af Routed to Pond 3P : North Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.68' @ 13.21 hrs Device Routing Invert Outlet Devices #1 Primary 884.41' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.31 cfs @ 13.21 hrs HW=884.68' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.31 cfs @ 1.78 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.033 ac Peak Elev=884.68' 0.31 cfs 0.31 cfs 183 Type II 24-hr 24 hr / 100 yr Rainfall=6.48"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 184HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=44,996 sf 62.58% Impervious Runoff Depth>4.46"Subcatchment 1S: Ex. Basin #1 Flow Length=323' Tc=4.1 min CN=85 Runoff=8.68 cfs 0.384 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>3.31"Subcatchment 7S: Ex. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=3.99 cfs 0.285 af Runoff Area=238,747 sf 72.91% Impervious Runoff Depth>4.77"Subcatchment 8S: Ex. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=41.07 cfs 2.178 af Peak Elev=886.76' Storage=9,516 cf Inflow=8.68 cfs 0.384 afPond 2P: Dry Pond Outflow=0.33 cfs 0.251 af Peak Elev=881.08' Storage=23,287 cf Inflow=4.30 cfs 0.535 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.81' Storage=94,850 cf Inflow=41.07 cfs 2.178 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.69' Inflow=0.33 cfs 0.251 afPond 5P: Control Structure Outflow=0.33 cfs 0.251 af Total Runoff Area = 7.548 ac Runoff Volume = 2.847 af Average Runoff Depth = 4.53" 33.84% Pervious = 2.554 ac 66.16% Impervious = 4.993 ac 184 Type II 24-hr 24 hr / 100 yr Rainfall=6.48"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 185HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Ex. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 8.68 cfs @ 11.94 hrs, Volume= 0.384 af, Depth> 4.46" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 24 hr / 100 yr Rainfall=6.48" Area (sf) CN Description 7,494 98 Paved parking, HSG A 528 96 Gravel surface, HSG A 20,664 98 Unconnected roofs, HSG A 16,310 61 >75% Grass cover, Good, HSG B 44,996 85 Weighted Average 16,838 37.42% Pervious Area 28,158 62.58% Impervious Area 20,664 73.39% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 323 1.31 Direct Entry, Basin #1 Ex. ToC Subcatchment 1S: Ex. Basin #1 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 24 hr / 100 yr Rainfall=6.48" Runoff Area=44,996 sf Runoff Volume=0.384 af Runoff Depth>4.46" Flow Length=323' Tc=4.1 min CN=85 8.68 cfs 185 Type II 24-hr 24 hr / 100 yr Rainfall=6.48"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 186HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Ex. Basin #2 Runoff = 3.99 cfs @ 12.14 hrs, Volume= 0.285 af, Depth> 3.31" Routed to Pond 3P : North Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 24 hr / 100 yr Rainfall=6.48" Area (sf) CN Description 3,770 98 Paved parking, HSG A 459 96 Gravel surface, HSG A 11,511 98 Unconnected roofs, HSG A 29,289 61 >75% Grass cover, Good, HSG B 45,029 74 Weighted Average 29,748 66.06% Pervious Area 15,281 33.94% Impervious Area 11,511 75.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 189 0.15 Direct Entry, Basin #2 Ex. ToC Subcatchment 7S: Ex. Basin #2 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 4 3 2 1 0 Type II 24-hr 24 hr / 100 yr Rainfall=6.48" Runoff Area=45,029 sf Runoff Volume=0.285 af Runoff Depth>3.31" Flow Length=189' Tc=21.1 min CN=74 3.99 cfs 186 Type II 24-hr 24 hr / 100 yr Rainfall=6.48"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 187HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Ex. Basin #3 Runoff = 41.07 cfs @ 12.00 hrs, Volume= 2.178 af, Depth> 4.77" Routed to Pond 4P : South Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 24 hr / 100 yr Rainfall=6.48" Area (sf) CN Description 129,644 98 Paved parking, HSG A 454 96 Gravel surface, HSG A 44,421 98 Unconnected roofs, HSG A 64,228 61 >75% Grass cover, Good, HSG B 238,747 88 Weighted Average 64,682 27.09% Pervious Area 174,065 72.91% Impervious Area 44,421 25.52% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 910 1.65 Direct Entry, Basin #3 Ex. ToC Subcatchment 8S: Ex. Basin #3 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 24 hr / 100 yr Rainfall=6.48" Runoff Area=238,747 sf Runoff Volume=2.178 af Runoff Depth>4.77" Flow Length=910' Tc=9.2 min CN=88 41.07 cfs 187 Type II 24-hr 24 hr / 100 yr Rainfall=6.48"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 188HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [44] Hint: Outlet device #1 is below defined storage Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 4.46" for 24 hr / 100 yr event Inflow = 8.68 cfs @ 11.94 hrs, Volume= 0.384 af Outflow = 0.33 cfs @ 13.35 hrs, Volume= 0.251 af, Atten= 96%, Lag= 84.2 min Primary = 0.33 cfs @ 13.35 hrs, Volume= 0.251 af Routed to Pond 5P : Control Structure Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 886.76' @ 13.35 hrs Surf.Area= 6,549 sf Storage= 9,516 cf Plug-Flow detention time= 202.8 min calculated for 0.250 af (65% of inflow) Center-of-Mass det. time= 134.0 min ( 891.9 - 757.9 ) Volume Invert Avail.Storage Storage Description #1 885.00' 11,154 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 885.00 4,343 0 0 886.00 5,546 4,945 4,945 887.00 6,873 6,210 11,154 Device Routing Invert Outlet Devices #1 Primary 884.66' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.33 cfs @ 13.35 hrs HW=886.76' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.33 cfs @ 6.76 fps) 188 Type II 24-hr 24 hr / 100 yr Rainfall=6.48"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 189HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 109 8 7 6 5 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.033 ac Peak Elev=886.76' Storage=9,516 cf 8.68 cfs 0.33 cfs 189 Type II 24-hr 24 hr / 100 yr Rainfall=6.48"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 190HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond Inflow Area = 2.067 ac, 48.25% Impervious, Inflow Depth > 3.11" for 24 hr / 100 yr event Inflow = 4.30 cfs @ 12.14 hrs, Volume= 0.535 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 4P : South Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 881.08' @ 20.00 hrs Surf.Area= 7,367 sf Storage= 23,287 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 877.00' 64,199 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.00 4,116 0 0 878.00 4,900 4,508 4,508 879.00 5,758 5,329 9,837 880.00 6,351 6,055 15,892 881.00 7,289 6,820 22,712 882.00 8,284 7,787 30,498 883.00 10,021 9,153 39,651 884.00 12,203 11,112 50,763 885.00 14,670 13,437 64,199 Device Routing Invert Outlet Devices #1 Primary 882.07' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 190 Type II 24-hr 24 hr / 100 yr Rainfall=6.48"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 191HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=2.067 ac Peak Elev=881.08' Storage=23,287 cf 4.30 cfs 0.00 cfs 191 Type II 24-hr 24 hr / 100 yr Rainfall=6.48"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 192HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: South Wet Pond [82] Warning: Early inflow requires earlier time span [81] Warning: Exceeded Pond 3P by 4.97' @ 12.15 hrs Inflow Area = 7.548 ac, 66.16% Impervious, Inflow Depth > 3.46" for 24 hr / 100 yr event Inflow = 41.07 cfs @ 12.00 hrs, Volume= 2.178 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.81' @ 20.00 hrs Surf.Area= 29,227 sf Storage= 94,850 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 875.00' 100,587 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 875.00 2,000 0 0 876.00 2,201 2,101 2,101 877.00 2,731 2,466 4,567 878.00 4,369 3,550 8,117 879.00 4,930 4,650 12,766 880.00 7,244 6,087 18,853 881.00 9,665 8,455 27,308 882.00 12,448 11,057 38,364 883.00 16,517 14,483 52,847 884.00 24,279 20,398 73,245 885.00 30,406 27,343 100,587 192 Type II 24-hr 24 hr / 100 yr Rainfall=6.48"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 193HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=7.548 ac Peak Elev=884.81' Storage=94,850 cf 41.07 cfs 193 Type II 24-hr 24 hr / 100 yr Rainfall=6.48"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 194HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [82] Warning: Early inflow requires earlier time span [57] Hint: Peaked at 884.69' (Flood elevation advised) [79] Warning: Submerged Pond 2P Primary device # 1 by 0.03' Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 2.91" for 24 hr / 100 yr event Inflow = 0.33 cfs @ 13.35 hrs, Volume= 0.251 af Outflow = 0.33 cfs @ 13.35 hrs, Volume= 0.251 af, Atten= 0%, Lag= 0.0 min Primary = 0.33 cfs @ 13.35 hrs, Volume= 0.251 af Routed to Pond 3P : North Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.69' @ 13.35 hrs Device Routing Invert Outlet Devices #1 Primary 884.41' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.33 cfs @ 13.35 hrs HW=884.69' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.33 cfs @ 1.81 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.033 ac Peak Elev=884.69' 0.33 cfs 0.33 cfs 194 Type II 24-hr 30 min / 100 yr Rainfall=2.42"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 195HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=44,996 sf 62.58% Impervious Runoff Depth>1.02"Subcatchment 1S: Ex. Basin #1 Flow Length=323' Tc=4.1 min CN=85 Runoff=2.16 cfs 0.088 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>0.50"Subcatchment 7S: Ex. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.54 cfs 0.043 af Runoff Area=238,747 sf 72.91% Impervious Runoff Depth>1.21"Subcatchment 8S: Ex. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=11.22 cfs 0.554 af Peak Elev=885.37' Storage=1,688 cf Inflow=2.16 cfs 0.088 afPond 2P: Dry Pond Outflow=0.18 cfs 0.088 af Peak Elev=878.23' Storage=5,674 cf Inflow=0.72 cfs 0.130 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=880.65' Storage=24,099 cf Inflow=11.22 cfs 0.554 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.62' Inflow=0.18 cfs 0.088 afPond 5P: Control Structure Outflow=0.18 cfs 0.088 af Total Runoff Area = 7.548 ac Runoff Volume = 0.684 af Average Runoff Depth = 1.09" 33.84% Pervious = 2.554 ac 66.16% Impervious = 4.993 ac 195 Type II 24-hr 30 min / 100 yr Rainfall=2.42"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 196HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Ex. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.16 cfs @ 11.95 hrs, Volume= 0.088 af, Depth> 1.02" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 30 min / 100 yr Rainfall=2.42" Area (sf) CN Description 7,494 98 Paved parking, HSG A 528 96 Gravel surface, HSG A 20,664 98 Unconnected roofs, HSG A 16,310 61 >75% Grass cover, Good, HSG B 44,996 85 Weighted Average 16,838 37.42% Pervious Area 28,158 62.58% Impervious Area 20,664 73.39% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 323 1.31 Direct Entry, Basin #1 Ex. ToC Subcatchment 1S: Ex. Basin #1 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 2 1 0 Type II 24-hr 30 min / 100 yr Rainfall=2.42" Runoff Area=44,996 sf Runoff Volume=0.088 af Runoff Depth>1.02" Flow Length=323' Tc=4.1 min CN=85 2.16 cfs 196 Type II 24-hr 30 min / 100 yr Rainfall=2.42"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 197HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Ex. Basin #2 Runoff = 0.54 cfs @ 12.17 hrs, Volume= 0.043 af, Depth> 0.50" Routed to Pond 3P : North Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 30 min / 100 yr Rainfall=2.42" Area (sf) CN Description 3,770 98 Paved parking, HSG A 459 96 Gravel surface, HSG A 11,511 98 Unconnected roofs, HSG A 29,289 61 >75% Grass cover, Good, HSG B 45,029 74 Weighted Average 29,748 66.06% Pervious Area 15,281 33.94% Impervious Area 11,511 75.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 189 0.15 Direct Entry, Basin #2 Ex. ToC Subcatchment 7S: Ex. Basin #2 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 30 min / 100 yr Rainfall=2.42" Runoff Area=45,029 sf Runoff Volume=0.043 af Runoff Depth>0.50" Flow Length=189' Tc=21.1 min CN=74 0.54 cfs 197 Type II 24-hr 30 min / 100 yr Rainfall=2.42"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 198HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Ex. Basin #3 Runoff = 11.22 cfs @ 12.01 hrs, Volume= 0.554 af, Depth> 1.21" Routed to Pond 4P : South Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 30 min / 100 yr Rainfall=2.42" Area (sf) CN Description 129,644 98 Paved parking, HSG A 454 96 Gravel surface, HSG A 44,421 98 Unconnected roofs, HSG A 64,228 61 >75% Grass cover, Good, HSG B 238,747 88 Weighted Average 64,682 27.09% Pervious Area 174,065 72.91% Impervious Area 44,421 25.52% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 910 1.65 Direct Entry, Basin #3 Ex. ToC Subcatchment 8S: Ex. Basin #3 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 30 min / 100 yr Rainfall=2.42" Runoff Area=238,747 sf Runoff Volume=0.554 af Runoff Depth>1.21" Flow Length=910' Tc=9.2 min CN=88 11.22 cfs 198 Type II 24-hr 30 min / 100 yr Rainfall=2.42"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 199HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [44] Hint: Outlet device #1 is below defined storage Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 1.02" for 30 min / 100 yr event Inflow = 2.16 cfs @ 11.95 hrs, Volume= 0.088 af Outflow = 0.18 cfs @ 12.49 hrs, Volume= 0.088 af, Atten= 92%, Lag= 32.5 min Primary = 0.18 cfs @ 12.49 hrs, Volume= 0.088 af Routed to Pond 5P : Control Structure Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 885.37' @ 12.49 hrs Surf.Area= 4,788 sf Storage= 1,688 cf Plug-Flow detention time= 92.1 min calculated for 0.088 af (99% of inflow) Center-of-Mass det. time= 90.0 min ( 880.7 - 790.8 ) Volume Invert Avail.Storage Storage Description #1 885.00' 11,154 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 885.00 4,343 0 0 886.00 5,546 4,945 4,945 887.00 6,873 6,210 11,154 Device Routing Invert Outlet Devices #1 Primary 884.66' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.18 cfs @ 12.49 hrs HW=885.37' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.18 cfs @ 3.68 fps) 199 Type II 24-hr 30 min / 100 yr Rainfall=2.42"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 200HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 109 8 7 6 5 Fl o w ( c f s ) 2 1 0 Inflow Area=1.033 ac Peak Elev=885.37' Storage=1,688 cf 2.16 cfs 0.18 cfs 200 Type II 24-hr 30 min / 100 yr Rainfall=2.42"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 201HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond Inflow Area = 2.067 ac, 48.25% Impervious, Inflow Depth > 0.76" for 30 min / 100 yr event Inflow = 0.72 cfs @ 12.17 hrs, Volume= 0.130 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 4P : South Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 878.23' @ 20.00 hrs Surf.Area= 5,100 sf Storage= 5,674 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 877.00' 64,199 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.00 4,116 0 0 878.00 4,900 4,508 4,508 879.00 5,758 5,329 9,837 880.00 6,351 6,055 15,892 881.00 7,289 6,820 22,712 882.00 8,284 7,787 30,498 883.00 10,021 9,153 39,651 884.00 12,203 11,112 50,763 885.00 14,670 13,437 64,199 Device Routing Invert Outlet Devices #1 Primary 882.07' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 201 Type II 24-hr 30 min / 100 yr Rainfall=2.42"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 202HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 1110 9 8 7 6 5 Fl o w ( c f s ) 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.067 ac Peak Elev=878.23' Storage=5,674 cf 0.72 cfs 0.00 cfs 202 Type II 24-hr 30 min / 100 yr Rainfall=2.42"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 203HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: South Wet Pond Inflow Area = 7.548 ac, 66.16% Impervious, Inflow Depth > 0.88" for 30 min / 100 yr event Inflow = 11.22 cfs @ 12.01 hrs, Volume= 0.554 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 880.65' @ 20.00 hrs Surf.Area= 8,825 sf Storage= 24,099 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 875.00' 100,587 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 875.00 2,000 0 0 876.00 2,201 2,101 2,101 877.00 2,731 2,466 4,567 878.00 4,369 3,550 8,117 879.00 4,930 4,650 12,766 880.00 7,244 6,087 18,853 881.00 9,665 8,455 27,308 882.00 12,448 11,057 38,364 883.00 16,517 14,483 52,847 884.00 24,279 20,398 73,245 885.00 30,406 27,343 100,587 203 Type II 24-hr 30 min / 100 yr Rainfall=2.42"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 204HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.548 ac Peak Elev=880.65' Storage=24,099 cf 11.22 cfs 204 Type II 24-hr 30 min / 100 yr Rainfall=2.42"Pre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 205HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.62' (Flood elevation advised) Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 1.02" for 30 min / 100 yr event Inflow = 0.18 cfs @ 12.49 hrs, Volume= 0.088 af Outflow = 0.18 cfs @ 12.49 hrs, Volume= 0.088 af, Atten= 0%, Lag= 0.0 min Primary = 0.18 cfs @ 12.49 hrs, Volume= 0.088 af Routed to Pond 3P : North Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.62' @ 12.49 hrs Device Routing Invert Outlet Devices #1 Primary 884.41' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.18 cfs @ 12.49 hrs HW=884.62' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.18 cfs @ 1.55 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=1.033 ac Peak Elev=884.62' 0.18 cfs 0.18 cfs 205 Multi-Event TablesPre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 206HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Events for Subcatchment 1S: Ex. Basin #1 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 1 hr / 100 yr 3.03 3.10 0.128 1.49 2 hr / 100 yr 3.74 4.23 0.178 2.07 3 hr / 100 yr 4.26 5.07 0.216 2.51 6 hr / 100 yr 5.10 6.44 0.278 3.23 12 hr / 100 yr 5.76 7.51 0.328 3.81 24 hr / 100 yr 6.48 8.68 0.384 4.46 30 min / 100 yr 2.42 2.16 0.088 1.02 206 Multi-Event TablesPre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 207HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Events for Subcatchment 7S: Ex. Basin #2 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 1 hr / 100 yr 3.03 0.96 0.071 0.83 2 hr / 100 yr 3.74 1.52 0.110 1.27 3 hr / 100 yr 4.26 1.95 0.140 1.62 6 hr / 100 yr 5.10 2.70 0.192 2.23 12 hr / 100 yr 5.76 3.31 0.236 2.74 24 hr / 100 yr 6.48 3.99 0.285 3.31 30 min / 100 yr 2.42 0.54 0.043 0.50 207 Multi-Event TablesPre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 208HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Events for Subcatchment 8S: Ex. Basin #3 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 1 hr / 100 yr 3.03 15.64 0.782 1.71 2 hr / 100 yr 3.74 20.86 1.059 2.32 3 hr / 100 yr 4.26 24.70 1.267 2.77 6 hr / 100 yr 5.10 30.91 1.609 3.52 12 hr / 100 yr 5.76 35.78 1.881 4.12 24 hr / 100 yr 6.48 41.07 2.178 4.77 30 min / 100 yr 2.42 11.22 0.554 1.21 208 Multi-Event TablesPre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 209HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Events for Pond 2P: Dry Pond Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 1 hr / 100 yr 3.10 0.21 885.57 2,648 2 hr / 100 yr 4.23 0.24 885.81 3,891 3 hr / 100 yr 5.07 0.26 885.99 4,873 6 hr / 100 yr 6.44 0.29 886.28 6,557 12 hr / 100 yr 7.51 0.31 886.51 7,946 24 hr / 100 yr 8.68 0.33 886.76 9,516 30 min / 100 yr 2.16 0.18 885.37 1,688 209 Multi-Event TablesPre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 210HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Events for Pond 3P: North Wet Pond Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 1 hr / 100 yr 1.17 0.00 878.78 8,593 2 hr / 100 yr 1.75 0.00 879.29 11,546 3 hr / 100 yr 2.21 0.00 879.66 13,750 6 hr / 100 yr 2.98 0.00 880.23 17,347 12 hr / 100 yr 3.61 0.00 880.65 20,188 24 hr / 100 yr 4.30 0.00 881.08 23,287 30 min / 100 yr 0.72 0.00 878.23 5,674 210 Multi-Event TablesPre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 211HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Events for Pond 4P: South Wet Pond Event Inflow (cfs) Elevation (feet) Storage (cubic-feet) 1 hr / 100 yr 15.64 881.64 34,036 2 hr / 100 yr 20.86 882.57 46,103 3 hr / 100 yr 24.70 883.14 55,162 6 hr / 100 yr 30.91 883.87 70,055 12 hr / 100 yr 35.78 884.34 81,877 24 hr / 100 yr 41.07 884.81 94,850 30 min / 100 yr 11.22 880.65 24,099 211 Multi-Event TablesPre-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 212HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Events for Pond 5P: Control Structure Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (acre-feet) 1 hr / 100 yr 0.21 0.21 884.63 0.000 2 hr / 100 yr 0.24 0.24 884.65 0.000 3 hr / 100 yr 0.26 0.26 884.66 0.000 6 hr / 100 yr 0.29 0.29 884.67 0.000 12 hr / 100 yr 0.31 0.31 884.68 0.000 24 hr / 100 yr 0.33 0.33 884.69 0.000 30 min / 100 yr 0.18 0.18 884.62 0.000 212 Proposed Basin Runoff 213 214 215 216 1S Prop. Basin #1 7S Prop. Basin #2 8S Prop. Basin #3 2P Dry Pond 5P CB Control Structure 6P South Wet Pond 7P North Wet Pond Routing Diagram for Post-Dev(11-15-24) Prepared by Badger Engineering, Printed 11/18/2024 HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link 217 Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 218HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1 hr / 10 yr Type II 24-hr Default 24.00 1 2.03 2 2 2 hr / 10 yr Type II 24-hr Default 24.00 1 2.22 2 3 3 hr / 10 yr Type II 24-hr Default 24.00 1 2.52 2 4 6 hr / 10 yr Type II 24-hr Default 24.00 1 3.00 2 5 12 hr / 10 yr Type II 24-hr Default 24.00 1 3.48 2 6 24 hr / 10 yr Type II 24-hr Default 24.00 1 3.84 2 7 30 min / 10 yr Type II 24-hr Default 24.00 1 1.63 2 218 Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 219HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 2.424 61 >75% Grass cover, Good, HSG B (1S, 7S, 8S) 0.027 96 Gravel surface, HSG A (1S, 7S, 8S) 3.338 98 Paved parking, HSG A (1S, 7S, 8S) 1.758 98 Unconnected roofs, HSG A (1S, 7S, 8S) 7.548 86 TOTAL AREA 219 Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 220HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 5.124 HSG A 1S, 7S, 8S 2.424 HSG B 1S, 7S, 8S 0.000 HSG C 0.000 HSG D 0.000 Other 7.548 TOTAL AREA 220 Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 221HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 2.424 0.000 0.000 0.000 2.424 >75% Grass cover, Good 1S, 7S, 8S 0.027 0.000 0.000 0.000 0.000 0.027 Gravel surface 1S, 7S, 8S 3.338 0.000 0.000 0.000 0.000 3.338 Paved parking 1S, 7S, 8S 1.758 0.000 0.000 0.000 0.000 1.758 Unconnected roofs 1S, 7S, 8S 5.124 2.424 0.000 0.000 0.000 7.548 TOTAL AREA 221 Type II 24-hr 1 hr / 10 yr Rainfall=2.03"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 222HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=44,996 sf 68.90% Impervious Runoff Depth>0.85"Subcatchment 1S: Prop. Basin #1 Flow Length=323' Tc=4.2 min CN=87 Runoff=1.79 cfs 0.073 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>0.32"Subcatchment 7S: Prop. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.31 cfs 0.027 af Runoff Area=238,747 sf 73.61% Impervious Runoff Depth>0.91"Subcatchment 8S: Prop. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=8.48 cfs 0.415 af Peak Elev=885.30' Storage=1,352 cf Inflow=1.79 cfs 0.073 afPond 2P: Dry Pond Outflow=0.17 cfs 0.073 af Peak Elev=884.61' Inflow=0.17 cfs 0.073 afPond 5P: Control Structure Outflow=0.17 cfs 0.073 af Peak Elev=879.89' Storage=18,068 cf Inflow=8.48 cfs 0.415 afPond 6P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=877.97' Storage=4,359 cf Inflow=0.48 cfs 0.100 afPond 7P: North Wet Pond Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 0.516 af Average Runoff Depth = 0.82" 32.47% Pervious = 2.451 ac 67.53% Impervious = 5.097 ac 222 Type II 24-hr 1 hr / 10 yr Rainfall=2.03"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 223HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Prop. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.79 cfs @ 11.95 hrs, Volume= 0.073 af, Depth> 0.85" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 hr / 10 yr Rainfall=2.03" Area (sf) CN Description 10,336 98 Paved parking, HSG A 269 96 Gravel surface, HSG A 20,664 98 Unconnected roofs, HSG A 13,727 61 >75% Grass cover, Good, HSG B 44,996 87 Weighted Average 13,996 31.10% Pervious Area 31,000 68.90% Impervious Area 20,664 66.66% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 323 1.28 Direct Entry, Basin #1 Pr. ToC Subcatchment 1S: Prop. Basin #1 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 2 1 0 Type II 24-hr 1 hr / 10 yr Rainfall=2.03" Runoff Area=44,996 sf Runoff Volume=0.073 af Runoff Depth>0.85" Flow Length=323' Tc=4.2 min CN=87 1.79 cfs 223 Type II 24-hr 1 hr / 10 yr Rainfall=2.03"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 224HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Prop. Basin #2 Runoff = 0.31 cfs @ 12.18 hrs, Volume= 0.027 af, Depth> 0.32" Routed to Pond 7P : North Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 hr / 10 yr Rainfall=2.03" Area (sf) CN Description 3,770 98 Paved parking, HSG A 459 96 Gravel surface, HSG A 11,511 98 Unconnected roofs, HSG A 29,289 61 >75% Grass cover, Good, HSG B 45,029 74 Weighted Average 29,748 66.06% Pervious Area 15,281 33.94% Impervious Area 11,511 75.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 189 0.15 Direct Entry, Basin #2 Pr. ToC Subcatchment 7S: Prop. Basin #2 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 1 hr / 10 yr Rainfall=2.03" Runoff Area=45,029 sf Runoff Volume=0.027 af Runoff Depth>0.32" Flow Length=189' Tc=21.1 min CN=74 0.31 cfs 224 Type II 24-hr 1 hr / 10 yr Rainfall=2.03"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 225HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Prop. Basin #3 Runoff = 8.48 cfs @ 12.01 hrs, Volume= 0.415 af, Depth> 0.91" Routed to Pond 6P : South Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 hr / 10 yr Rainfall=2.03" Area (sf) CN Description 131,316 98 Paved parking, HSG A 454 96 Gravel surface, HSG A 44,421 98 Unconnected roofs, HSG A 62,556 61 >75% Grass cover, Good, HSG B 238,747 88 Weighted Average 63,010 26.39% Pervious Area 175,737 73.61% Impervious Area 44,421 25.28% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 910 1.65 Direct Entry, Basin #3 Ex. ToC Subcatchment 8S: Prop. Basin #3 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 1 hr / 10 yr Rainfall=2.03" Runoff Area=238,747 sf Runoff Volume=0.415 af Runoff Depth>0.91" Flow Length=910' Tc=9.2 min CN=88 8.48 cfs 225 Type II 24-hr 1 hr / 10 yr Rainfall=2.03"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 226HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [44] Hint: Outlet device #1 is below defined storage Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 0.85" for 1 hr / 10 yr event Inflow = 1.79 cfs @ 11.95 hrs, Volume= 0.073 af Outflow = 0.17 cfs @ 12.43 hrs, Volume= 0.073 af, Atten= 91%, Lag= 29.0 min Primary = 0.17 cfs @ 12.43 hrs, Volume= 0.073 af Routed to Pond 5P : Control Structure Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 885.30' @ 12.43 hrs Surf.Area= 4,703 sf Storage= 1,352 cf Plug-Flow detention time= 75.7 min calculated for 0.073 af (99% of inflow) Center-of-Mass det. time= 73.3 min ( 864.5 - 791.2 ) Volume Invert Avail.Storage Storage Description #1 885.00' 11,154 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 885.00 4,343 0 0 886.00 5,546 4,945 4,945 887.00 6,873 6,210 11,154 Device Routing Invert Outlet Devices #1 Primary 884.66' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.17 cfs @ 12.43 hrs HW=885.30' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.17 cfs @ 3.45 fps) 226 Type II 24-hr 1 hr / 10 yr Rainfall=2.03"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 227HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 2 1 0 Inflow Area=1.033 ac Peak Elev=885.30' Storage=1,352 cf 1.79 cfs 0.17 cfs 227 Type II 24-hr 1 hr / 10 yr Rainfall=2.03"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 228HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.61' (Flood elevation advised) Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 0.85" for 1 hr / 10 yr event Inflow = 0.17 cfs @ 12.43 hrs, Volume= 0.073 af Outflow = 0.17 cfs @ 12.43 hrs, Volume= 0.073 af, Atten= 0%, Lag= 0.0 min Primary = 0.17 cfs @ 12.43 hrs, Volume= 0.073 af Routed to Pond 7P : North Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.61' @ 12.43 hrs Device Routing Invert Outlet Devices #1 Primary 884.41' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.17 cfs @ 12.43 hrs HW=884.61' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.17 cfs @ 1.52 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=1.033 ac Peak Elev=884.61' 0.17 cfs 0.17 cfs 228 Type II 24-hr 1 hr / 10 yr Rainfall=2.03"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 229HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: South Wet Pond Inflow Area = 7.548 ac, 67.53% Impervious, Inflow Depth > 0.66" for 1 hr / 10 yr event Inflow = 8.48 cfs @ 12.01 hrs, Volume= 0.415 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 879.89' @ 20.00 hrs Surf.Area= 6,989 sf Storage= 18,068 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 875.00' 100,587 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 875.00 2,000 0 0 876.00 2,201 2,101 2,101 877.00 2,731 2,466 4,567 878.00 4,369 3,550 8,117 879.00 4,930 4,650 12,766 880.00 7,244 6,087 18,853 881.00 9,665 8,455 27,308 882.00 12,448 11,057 38,364 883.00 16,517 14,483 52,847 884.00 24,279 20,398 73,245 885.00 30,406 27,343 100,587 229 Type II 24-hr 1 hr / 10 yr Rainfall=2.03"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 230HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 6P: South Wet Pond Inflow Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.548 ac Peak Elev=879.89' Storage=18,068 cf 8.48 cfs 230 Type II 24-hr 1 hr / 10 yr Rainfall=2.03"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 231HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: North Wet Pond Inflow Area = 2.067 ac, 51.41% Impervious, Inflow Depth > 0.58" for 1 hr / 10 yr event Inflow = 0.48 cfs @ 12.18 hrs, Volume= 0.100 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 6P : South Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 877.97' @ 20.00 hrs Surf.Area= 4,876 sf Storage= 4,359 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 877.00' 64,199 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.00 4,116 0 0 878.00 4,900 4,508 4,508 879.00 5,758 5,329 9,837 880.00 6,351 6,055 15,892 881.00 7,289 6,820 22,712 882.00 8,284 7,787 30,498 883.00 10,021 9,153 39,651 884.00 12,203 11,112 50,763 885.00 14,670 13,437 64,199 Device Routing Invert Outlet Devices #1 Primary 882.07' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 231 Type II 24-hr 1 hr / 10 yr Rainfall=2.03"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 232HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 7P: North Wet Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 1110 9 8 7 6 5 Fl o w ( c f s ) 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.067 ac Peak Elev=877.97' Storage=4,359 cf 0.48 cfs 0.00 cfs 232 Type II 24-hr 2 hr / 10 yr Rainfall=2.22"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 233HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=44,996 sf 68.90% Impervious Runoff Depth>0.99"Subcatchment 1S: Prop. Basin #1 Flow Length=323' Tc=4.2 min CN=87 Runoff=2.08 cfs 0.086 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>0.40"Subcatchment 7S: Prop. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.42 cfs 0.034 af Runoff Area=238,747 sf 73.61% Impervious Runoff Depth>1.05"Subcatchment 8S: Prop. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=9.81 cfs 0.482 af Peak Elev=885.36' Storage=1,635 cf Inflow=2.08 cfs 0.086 afPond 2P: Dry Pond Outflow=0.18 cfs 0.085 af Peak Elev=884.62' Inflow=0.18 cfs 0.085 afPond 5P: Control Structure Outflow=0.18 cfs 0.085 af Peak Elev=880.28' Storage=20,967 cf Inflow=9.81 cfs 0.482 afPond 6P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=878.14' Storage=5,205 cf Inflow=0.59 cfs 0.120 afPond 7P: North Wet Pond Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 0.602 af Average Runoff Depth = 0.96" 32.47% Pervious = 2.451 ac 67.53% Impervious = 5.097 ac 233 Type II 24-hr 2 hr / 10 yr Rainfall=2.22"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 234HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Prop. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.08 cfs @ 11.95 hrs, Volume= 0.086 af, Depth> 0.99" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2 hr / 10 yr Rainfall=2.22" Area (sf) CN Description 10,336 98 Paved parking, HSG A 269 96 Gravel surface, HSG A 20,664 98 Unconnected roofs, HSG A 13,727 61 >75% Grass cover, Good, HSG B 44,996 87 Weighted Average 13,996 31.10% Pervious Area 31,000 68.90% Impervious Area 20,664 66.66% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 323 1.28 Direct Entry, Basin #1 Pr. ToC Subcatchment 1S: Prop. Basin #1 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 2 1 0 Type II 24-hr 2 hr / 10 yr Rainfall=2.22" Runoff Area=44,996 sf Runoff Volume=0.086 af Runoff Depth>0.99" Flow Length=323' Tc=4.2 min CN=87 2.08 cfs 234 Type II 24-hr 2 hr / 10 yr Rainfall=2.22"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 235HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Prop. Basin #2 Runoff = 0.42 cfs @ 12.17 hrs, Volume= 0.034 af, Depth> 0.40" Routed to Pond 7P : North Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2 hr / 10 yr Rainfall=2.22" Area (sf) CN Description 3,770 98 Paved parking, HSG A 459 96 Gravel surface, HSG A 11,511 98 Unconnected roofs, HSG A 29,289 61 >75% Grass cover, Good, HSG B 45,029 74 Weighted Average 29,748 66.06% Pervious Area 15,281 33.94% Impervious Area 11,511 75.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 189 0.15 Direct Entry, Basin #2 Pr. ToC Subcatchment 7S: Prop. Basin #2 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 2 hr / 10 yr Rainfall=2.22" Runoff Area=45,029 sf Runoff Volume=0.034 af Runoff Depth>0.40" Flow Length=189' Tc=21.1 min CN=74 0.42 cfs 235 Type II 24-hr 2 hr / 10 yr Rainfall=2.22"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 236HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Prop. Basin #3 Runoff = 9.81 cfs @ 12.01 hrs, Volume= 0.482 af, Depth> 1.05" Routed to Pond 6P : South Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2 hr / 10 yr Rainfall=2.22" Area (sf) CN Description 131,316 98 Paved parking, HSG A 454 96 Gravel surface, HSG A 44,421 98 Unconnected roofs, HSG A 62,556 61 >75% Grass cover, Good, HSG B 238,747 88 Weighted Average 63,010 26.39% Pervious Area 175,737 73.61% Impervious Area 44,421 25.28% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 910 1.65 Direct Entry, Basin #3 Ex. ToC Subcatchment 8S: Prop. Basin #3 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 hr / 10 yr Rainfall=2.22" Runoff Area=238,747 sf Runoff Volume=0.482 af Runoff Depth>1.05" Flow Length=910' Tc=9.2 min CN=88 9.81 cfs 236 Type II 24-hr 2 hr / 10 yr Rainfall=2.22"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 237HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [44] Hint: Outlet device #1 is below defined storage Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 0.99" for 2 hr / 10 yr event Inflow = 2.08 cfs @ 11.95 hrs, Volume= 0.086 af Outflow = 0.18 cfs @ 12.47 hrs, Volume= 0.085 af, Atten= 91%, Lag= 31.4 min Primary = 0.18 cfs @ 12.47 hrs, Volume= 0.085 af Routed to Pond 5P : Control Structure Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 885.36' @ 12.47 hrs Surf.Area= 4,774 sf Storage= 1,635 cf Plug-Flow detention time= 88.9 min calculated for 0.085 af (99% of inflow) Center-of-Mass det. time= 86.6 min ( 874.5 - 787.9 ) Volume Invert Avail.Storage Storage Description #1 885.00' 11,154 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 885.00 4,343 0 0 886.00 5,546 4,945 4,945 887.00 6,873 6,210 11,154 Device Routing Invert Outlet Devices #1 Primary 884.66' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.18 cfs @ 12.47 hrs HW=885.36' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.18 cfs @ 3.65 fps) 237 Type II 24-hr 2 hr / 10 yr Rainfall=2.22"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 238HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 109 8 7 6 5 Fl o w ( c f s ) 2 1 0 Inflow Area=1.033 ac Peak Elev=885.36' Storage=1,635 cf 2.08 cfs 0.18 cfs 238 Type II 24-hr 2 hr / 10 yr Rainfall=2.22"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 239HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.62' (Flood elevation advised) Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 0.99" for 2 hr / 10 yr event Inflow = 0.18 cfs @ 12.47 hrs, Volume= 0.085 af Outflow = 0.18 cfs @ 12.47 hrs, Volume= 0.085 af, Atten= 0%, Lag= 0.0 min Primary = 0.18 cfs @ 12.47 hrs, Volume= 0.085 af Routed to Pond 7P : North Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.62' @ 12.47 hrs Device Routing Invert Outlet Devices #1 Primary 884.41' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.18 cfs @ 12.47 hrs HW=884.62' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.18 cfs @ 1.54 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=1.033 ac Peak Elev=884.62' 0.18 cfs 0.18 cfs 239 Type II 24-hr 2 hr / 10 yr Rainfall=2.22"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 240HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: South Wet Pond Inflow Area = 7.548 ac, 67.53% Impervious, Inflow Depth > 0.77" for 2 hr / 10 yr event Inflow = 9.81 cfs @ 12.01 hrs, Volume= 0.482 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 880.28' @ 20.00 hrs Surf.Area= 7,919 sf Storage= 20,967 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 875.00' 100,587 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 875.00 2,000 0 0 876.00 2,201 2,101 2,101 877.00 2,731 2,466 4,567 878.00 4,369 3,550 8,117 879.00 4,930 4,650 12,766 880.00 7,244 6,087 18,853 881.00 9,665 8,455 27,308 882.00 12,448 11,057 38,364 883.00 16,517 14,483 52,847 884.00 24,279 20,398 73,245 885.00 30,406 27,343 100,587 240 Type II 24-hr 2 hr / 10 yr Rainfall=2.22"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 241HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 6P: South Wet Pond Inflow Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.548 ac Peak Elev=880.28' Storage=20,967 cf 9.81 cfs 241 Type II 24-hr 2 hr / 10 yr Rainfall=2.22"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 242HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: North Wet Pond Inflow Area = 2.067 ac, 51.41% Impervious, Inflow Depth > 0.69" for 2 hr / 10 yr event Inflow = 0.59 cfs @ 12.17 hrs, Volume= 0.120 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 6P : South Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 878.14' @ 20.00 hrs Surf.Area= 5,021 sf Storage= 5,205 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 877.00' 64,199 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.00 4,116 0 0 878.00 4,900 4,508 4,508 879.00 5,758 5,329 9,837 880.00 6,351 6,055 15,892 881.00 7,289 6,820 22,712 882.00 8,284 7,787 30,498 883.00 10,021 9,153 39,651 884.00 12,203 11,112 50,763 885.00 14,670 13,437 64,199 Device Routing Invert Outlet Devices #1 Primary 882.07' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 242 Type II 24-hr 2 hr / 10 yr Rainfall=2.22"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 243HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 7P: North Wet Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 1110 9 8 7 6 5 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.067 ac Peak Elev=878.14' Storage=5,205 cf 0.59 cfs 0.00 cfs 243 Type II 24-hr 3 hr / 10 yr Rainfall=2.52"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 244HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=44,996 sf 68.90% Impervious Runoff Depth>1.23"Subcatchment 1S: Prop. Basin #1 Flow Length=323' Tc=4.2 min CN=87 Runoff=2.55 cfs 0.106 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>0.55"Subcatchment 7S: Prop. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.60 cfs 0.047 af Runoff Area=238,747 sf 73.61% Impervious Runoff Depth>1.29"Subcatchment 8S: Prop. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=11.94 cfs 0.590 af Peak Elev=885.46' Storage=2,105 cf Inflow=2.55 cfs 0.106 afPond 2P: Dry Pond Outflow=0.19 cfs 0.105 af Peak Elev=884.62' Inflow=0.19 cfs 0.105 afPond 5P: Control Structure Outflow=0.19 cfs 0.105 af Peak Elev=880.83' Storage=25,692 cf Inflow=11.94 cfs 0.590 afPond 6P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=878.42' Storage=6,621 cf Inflow=0.80 cfs 0.152 afPond 7P: North Wet Pond Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 0.743 af Average Runoff Depth = 1.18" 32.47% Pervious = 2.451 ac 67.53% Impervious = 5.097 ac 244 Type II 24-hr 3 hr / 10 yr Rainfall=2.52"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 245HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Prop. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.55 cfs @ 11.95 hrs, Volume= 0.106 af, Depth> 1.23" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 3 hr / 10 yr Rainfall=2.52" Area (sf) CN Description 10,336 98 Paved parking, HSG A 269 96 Gravel surface, HSG A 20,664 98 Unconnected roofs, HSG A 13,727 61 >75% Grass cover, Good, HSG B 44,996 87 Weighted Average 13,996 31.10% Pervious Area 31,000 68.90% Impervious Area 20,664 66.66% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 323 1.28 Direct Entry, Basin #1 Pr. ToC Subcatchment 1S: Prop. Basin #1 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 2 1 0 Type II 24-hr 3 hr / 10 yr Rainfall=2.52" Runoff Area=44,996 sf Runoff Volume=0.106 af Runoff Depth>1.23" Flow Length=323' Tc=4.2 min CN=87 2.55 cfs 245 Type II 24-hr 3 hr / 10 yr Rainfall=2.52"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 246HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Prop. Basin #2 Runoff = 0.60 cfs @ 12.16 hrs, Volume= 0.047 af, Depth> 0.55" Routed to Pond 7P : North Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 3 hr / 10 yr Rainfall=2.52" Area (sf) CN Description 3,770 98 Paved parking, HSG A 459 96 Gravel surface, HSG A 11,511 98 Unconnected roofs, HSG A 29,289 61 >75% Grass cover, Good, HSG B 45,029 74 Weighted Average 29,748 66.06% Pervious Area 15,281 33.94% Impervious Area 11,511 75.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 189 0.15 Direct Entry, Basin #2 Pr. ToC Subcatchment 7S: Prop. Basin #2 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 3 hr / 10 yr Rainfall=2.52" Runoff Area=45,029 sf Runoff Volume=0.047 af Runoff Depth>0.55" Flow Length=189' Tc=21.1 min CN=74 0.60 cfs 246 Type II 24-hr 3 hr / 10 yr Rainfall=2.52"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 247HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Prop. Basin #3 Runoff = 11.94 cfs @ 12.01 hrs, Volume= 0.590 af, Depth> 1.29" Routed to Pond 6P : South Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 3 hr / 10 yr Rainfall=2.52" Area (sf) CN Description 131,316 98 Paved parking, HSG A 454 96 Gravel surface, HSG A 44,421 98 Unconnected roofs, HSG A 62,556 61 >75% Grass cover, Good, HSG B 238,747 88 Weighted Average 63,010 26.39% Pervious Area 175,737 73.61% Impervious Area 44,421 25.28% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 910 1.65 Direct Entry, Basin #3 Ex. ToC Subcatchment 8S: Prop. Basin #3 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 3 hr / 10 yr Rainfall=2.52" Runoff Area=238,747 sf Runoff Volume=0.590 af Runoff Depth>1.29" Flow Length=910' Tc=9.2 min CN=88 11.94 cfs 247 Type II 24-hr 3 hr / 10 yr Rainfall=2.52"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 248HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [44] Hint: Outlet device #1 is below defined storage Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 1.23" for 3 hr / 10 yr event Inflow = 2.55 cfs @ 11.95 hrs, Volume= 0.106 af Outflow = 0.19 cfs @ 12.52 hrs, Volume= 0.105 af, Atten= 92%, Lag= 34.4 min Primary = 0.19 cfs @ 12.52 hrs, Volume= 0.105 af Routed to Pond 5P : Control Structure Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 885.46' @ 12.52 hrs Surf.Area= 4,891 sf Storage= 2,105 cf Plug-Flow detention time= 109.2 min calculated for 0.105 af (100% of inflow) Center-of-Mass det. time= 107.2 min ( 890.7 - 783.4 ) Volume Invert Avail.Storage Storage Description #1 885.00' 11,154 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 885.00 4,343 0 0 886.00 5,546 4,945 4,945 887.00 6,873 6,210 11,154 Device Routing Invert Outlet Devices #1 Primary 884.66' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.19 cfs @ 12.52 hrs HW=885.46' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.19 cfs @ 3.94 fps) 248 Type II 24-hr 3 hr / 10 yr Rainfall=2.52"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 249HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 109 8 7 6 5 Fl o w ( c f s ) 2 1 0 Inflow Area=1.033 ac Peak Elev=885.46' Storage=2,105 cf 2.55 cfs 0.19 cfs 249 Type II 24-hr 3 hr / 10 yr Rainfall=2.52"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 250HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.62' (Flood elevation advised) Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 1.22" for 3 hr / 10 yr event Inflow = 0.19 cfs @ 12.52 hrs, Volume= 0.105 af Outflow = 0.19 cfs @ 12.52 hrs, Volume= 0.105 af, Atten= 0%, Lag= 0.0 min Primary = 0.19 cfs @ 12.52 hrs, Volume= 0.105 af Routed to Pond 7P : North Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.62' @ 12.52 hrs Device Routing Invert Outlet Devices #1 Primary 884.41' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.19 cfs @ 12.52 hrs HW=884.62' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.19 cfs @ 1.57 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=1.033 ac Peak Elev=884.62' 0.19 cfs 0.19 cfs 250 Type II 24-hr 3 hr / 10 yr Rainfall=2.52"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 251HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: South Wet Pond Inflow Area = 7.548 ac, 67.53% Impervious, Inflow Depth > 0.94" for 3 hr / 10 yr event Inflow = 11.94 cfs @ 12.01 hrs, Volume= 0.590 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 880.83' @ 20.00 hrs Surf.Area= 9,252 sf Storage= 25,692 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 875.00' 100,587 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 875.00 2,000 0 0 876.00 2,201 2,101 2,101 877.00 2,731 2,466 4,567 878.00 4,369 3,550 8,117 879.00 4,930 4,650 12,766 880.00 7,244 6,087 18,853 881.00 9,665 8,455 27,308 882.00 12,448 11,057 38,364 883.00 16,517 14,483 52,847 884.00 24,279 20,398 73,245 885.00 30,406 27,343 100,587 251 Type II 24-hr 3 hr / 10 yr Rainfall=2.52"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 252HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 6P: South Wet Pond Inflow Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.548 ac Peak Elev=880.83' Storage=25,692 cf 11.94 cfs 252 Type II 24-hr 3 hr / 10 yr Rainfall=2.52"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 253HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: North Wet Pond Inflow Area = 2.067 ac, 51.41% Impervious, Inflow Depth > 0.88" for 3 hr / 10 yr event Inflow = 0.80 cfs @ 12.17 hrs, Volume= 0.152 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 6P : South Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 878.42' @ 20.00 hrs Surf.Area= 5,257 sf Storage= 6,621 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 877.00' 64,199 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.00 4,116 0 0 878.00 4,900 4,508 4,508 879.00 5,758 5,329 9,837 880.00 6,351 6,055 15,892 881.00 7,289 6,820 22,712 882.00 8,284 7,787 30,498 883.00 10,021 9,153 39,651 884.00 12,203 11,112 50,763 885.00 14,670 13,437 64,199 Device Routing Invert Outlet Devices #1 Primary 882.07' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 253 Type II 24-hr 3 hr / 10 yr Rainfall=2.52"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 254HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 7P: North Wet Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 1110 9 8 7 6 5 Fl o w ( c f s ) 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.067 ac Peak Elev=878.42' Storage=6,621 cf 0.80 cfs 0.00 cfs 254 Type II 24-hr 6 hr / 10 yr Rainfall=3.00"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 255HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=44,996 sf 68.90% Impervious Runoff Depth>1.61"Subcatchment 1S: Prop. Basin #1 Flow Length=323' Tc=4.2 min CN=87 Runoff=3.31 cfs 0.139 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>0.81"Subcatchment 7S: Prop. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.94 cfs 0.070 af Runoff Area=238,747 sf 73.61% Impervious Runoff Depth>1.69"Subcatchment 8S: Prop. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=15.42 cfs 0.770 af Peak Elev=885.62' Storage=2,904 cf Inflow=3.31 cfs 0.139 afPond 2P: Dry Pond Outflow=0.22 cfs 0.134 af Peak Elev=884.64' Inflow=0.22 cfs 0.134 afPond 5P: Control Structure Outflow=0.22 cfs 0.134 af Peak Elev=881.59' Storage=33,539 cf Inflow=15.42 cfs 0.770 afPond 6P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=878.83' Storage=8,849 cf Inflow=1.15 cfs 0.203 afPond 7P: North Wet Pond Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 0.979 af Average Runoff Depth = 1.56" 32.47% Pervious = 2.451 ac 67.53% Impervious = 5.097 ac 255 Type II 24-hr 6 hr / 10 yr Rainfall=3.00"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 256HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Prop. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 3.31 cfs @ 11.95 hrs, Volume= 0.139 af, Depth> 1.61" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 6 hr / 10 yr Rainfall=3.00" Area (sf) CN Description 10,336 98 Paved parking, HSG A 269 96 Gravel surface, HSG A 20,664 98 Unconnected roofs, HSG A 13,727 61 >75% Grass cover, Good, HSG B 44,996 87 Weighted Average 13,996 31.10% Pervious Area 31,000 68.90% Impervious Area 20,664 66.66% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 323 1.28 Direct Entry, Basin #1 Pr. ToC Subcatchment 1S: Prop. Basin #1 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 6 hr / 10 yr Rainfall=3.00" Runoff Area=44,996 sf Runoff Volume=0.139 af Runoff Depth>1.61" Flow Length=323' Tc=4.2 min CN=87 3.31 cfs 256 Type II 24-hr 6 hr / 10 yr Rainfall=3.00"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 257HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Prop. Basin #2 Runoff = 0.94 cfs @ 12.16 hrs, Volume= 0.070 af, Depth> 0.81" Routed to Pond 7P : North Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 6 hr / 10 yr Rainfall=3.00" Area (sf) CN Description 3,770 98 Paved parking, HSG A 459 96 Gravel surface, HSG A 11,511 98 Unconnected roofs, HSG A 29,289 61 >75% Grass cover, Good, HSG B 45,029 74 Weighted Average 29,748 66.06% Pervious Area 15,281 33.94% Impervious Area 11,511 75.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 189 0.15 Direct Entry, Basin #2 Pr. ToC Subcatchment 7S: Prop. Basin #2 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 1 0 Type II 24-hr 6 hr / 10 yr Rainfall=3.00" Runoff Area=45,029 sf Runoff Volume=0.070 af Runoff Depth>0.81" Flow Length=189' Tc=21.1 min CN=74 0.94 cfs 257 Type II 24-hr 6 hr / 10 yr Rainfall=3.00"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 258HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Prop. Basin #3 Runoff = 15.42 cfs @ 12.00 hrs, Volume= 0.770 af, Depth> 1.69" Routed to Pond 6P : South Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 6 hr / 10 yr Rainfall=3.00" Area (sf) CN Description 131,316 98 Paved parking, HSG A 454 96 Gravel surface, HSG A 44,421 98 Unconnected roofs, HSG A 62,556 61 >75% Grass cover, Good, HSG B 238,747 88 Weighted Average 63,010 26.39% Pervious Area 175,737 73.61% Impervious Area 44,421 25.28% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 910 1.65 Direct Entry, Basin #3 Ex. ToC Subcatchment 8S: Prop. Basin #3 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 6 hr / 10 yr Rainfall=3.00" Runoff Area=238,747 sf Runoff Volume=0.770 af Runoff Depth>1.69" Flow Length=910' Tc=9.2 min CN=88 15.42 cfs 258 Type II 24-hr 6 hr / 10 yr Rainfall=3.00"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 259HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [44] Hint: Outlet device #1 is below defined storage Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 1.61" for 6 hr / 10 yr event Inflow = 3.31 cfs @ 11.95 hrs, Volume= 0.139 af Outflow = 0.22 cfs @ 12.61 hrs, Volume= 0.134 af, Atten= 93%, Lag= 39.9 min Primary = 0.22 cfs @ 12.61 hrs, Volume= 0.134 af Routed to Pond 5P : Control Structure Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 885.62' @ 12.61 hrs Surf.Area= 5,084 sf Storage= 2,904 cf Plug-Flow detention time= 143.4 min calculated for 0.134 af (96% of inflow) Center-of-Mass det. time= 128.8 min ( 906.2 - 777.5 ) Volume Invert Avail.Storage Storage Description #1 885.00' 11,154 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 885.00 4,343 0 0 886.00 5,546 4,945 4,945 887.00 6,873 6,210 11,154 Device Routing Invert Outlet Devices #1 Primary 884.66' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.22 cfs @ 12.61 hrs HW=885.62' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.22 cfs @ 4.39 fps) 259 Type II 24-hr 6 hr / 10 yr Rainfall=3.00"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 260HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 109 8 7 6 5 Fl o w ( c f s ) 3 2 1 0 Inflow Area=1.033 ac Peak Elev=885.62' Storage=2,904 cf 3.31 cfs 0.22 cfs 260 Type II 24-hr 6 hr / 10 yr Rainfall=3.00"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 261HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.64' (Flood elevation advised) Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 1.55" for 6 hr / 10 yr event Inflow = 0.22 cfs @ 12.61 hrs, Volume= 0.134 af Outflow = 0.22 cfs @ 12.61 hrs, Volume= 0.134 af, Atten= 0%, Lag= 0.0 min Primary = 0.22 cfs @ 12.61 hrs, Volume= 0.134 af Routed to Pond 7P : North Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.64' @ 12.61 hrs Device Routing Invert Outlet Devices #1 Primary 884.41' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.22 cfs @ 12.61 hrs HW=884.64' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.22 cfs @ 1.62 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=1.033 ac Peak Elev=884.64' 0.22 cfs 0.22 cfs 261 Type II 24-hr 6 hr / 10 yr Rainfall=3.00"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 262HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: South Wet Pond Inflow Area = 7.548 ac, 67.53% Impervious, Inflow Depth > 1.22" for 6 hr / 10 yr event Inflow = 15.42 cfs @ 12.00 hrs, Volume= 0.770 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 881.59' @ 20.00 hrs Surf.Area= 11,318 sf Storage= 33,539 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 875.00' 100,587 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 875.00 2,000 0 0 876.00 2,201 2,101 2,101 877.00 2,731 2,466 4,567 878.00 4,369 3,550 8,117 879.00 4,930 4,650 12,766 880.00 7,244 6,087 18,853 881.00 9,665 8,455 27,308 882.00 12,448 11,057 38,364 883.00 16,517 14,483 52,847 884.00 24,279 20,398 73,245 885.00 30,406 27,343 100,587 262 Type II 24-hr 6 hr / 10 yr Rainfall=3.00"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 263HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 6P: South Wet Pond Inflow Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.548 ac Peak Elev=881.59' Storage=33,539 cf 15.42 cfs 263 Type II 24-hr 6 hr / 10 yr Rainfall=3.00"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 264HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: North Wet Pond Inflow Area = 2.067 ac, 51.41% Impervious, Inflow Depth > 1.18" for 6 hr / 10 yr event Inflow = 1.15 cfs @ 12.16 hrs, Volume= 0.203 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 6P : South Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 878.83' @ 20.00 hrs Surf.Area= 5,609 sf Storage= 8,849 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 877.00' 64,199 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.00 4,116 0 0 878.00 4,900 4,508 4,508 879.00 5,758 5,329 9,837 880.00 6,351 6,055 15,892 881.00 7,289 6,820 22,712 882.00 8,284 7,787 30,498 883.00 10,021 9,153 39,651 884.00 12,203 11,112 50,763 885.00 14,670 13,437 64,199 Device Routing Invert Outlet Devices #1 Primary 882.07' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 264 Type II 24-hr 6 hr / 10 yr Rainfall=3.00"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 265HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 7P: North Wet Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 1 0 Inflow Area=2.067 ac Peak Elev=878.83' Storage=8,849 cf 1.15 cfs 0.00 cfs 265 Type II 24-hr 12 hr / 10 yr Rainfall=3.48"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 266HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=44,996 sf 68.90% Impervious Runoff Depth>2.01"Subcatchment 1S: Prop. Basin #1 Flow Length=323' Tc=4.2 min CN=87 Runoff=4.08 cfs 0.173 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>1.10"Subcatchment 7S: Prop. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=1.31 cfs 0.095 af Runoff Area=238,747 sf 73.61% Impervious Runoff Depth>2.09"Subcatchment 8S: Prop. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=18.94 cfs 0.956 af Peak Elev=885.78' Storage=3,765 cf Inflow=4.08 cfs 0.173 afPond 2P: Dry Pond Outflow=0.24 cfs 0.154 af Peak Elev=884.65' Inflow=0.24 cfs 0.154 afPond 5P: Control Structure Outflow=0.24 cfs 0.154 af Peak Elev=882.25' Storage=41,635 cf Inflow=18.94 cfs 0.956 afPond 6P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=879.17' Storage=10,846 cf Inflow=1.54 cfs 0.249 afPond 7P: North Wet Pond Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 1.225 af Average Runoff Depth = 1.95" 32.47% Pervious = 2.451 ac 67.53% Impervious = 5.097 ac 266 Type II 24-hr 12 hr / 10 yr Rainfall=3.48"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 267HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Prop. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 4.08 cfs @ 11.95 hrs, Volume= 0.173 af, Depth> 2.01" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 12 hr / 10 yr Rainfall=3.48" Area (sf) CN Description 10,336 98 Paved parking, HSG A 269 96 Gravel surface, HSG A 20,664 98 Unconnected roofs, HSG A 13,727 61 >75% Grass cover, Good, HSG B 44,996 87 Weighted Average 13,996 31.10% Pervious Area 31,000 68.90% Impervious Area 20,664 66.66% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 323 1.28 Direct Entry, Basin #1 Pr. ToC Subcatchment 1S: Prop. Basin #1 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 4 3 2 1 0 Type II 24-hr 12 hr / 10 yr Rainfall=3.48" Runoff Area=44,996 sf Runoff Volume=0.173 af Runoff Depth>2.01" Flow Length=323' Tc=4.2 min CN=87 4.08 cfs 267 Type II 24-hr 12 hr / 10 yr Rainfall=3.48"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 268HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Prop. Basin #2 Runoff = 1.31 cfs @ 12.15 hrs, Volume= 0.095 af, Depth> 1.10" Routed to Pond 7P : North Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 12 hr / 10 yr Rainfall=3.48" Area (sf) CN Description 3,770 98 Paved parking, HSG A 459 96 Gravel surface, HSG A 11,511 98 Unconnected roofs, HSG A 29,289 61 >75% Grass cover, Good, HSG B 45,029 74 Weighted Average 29,748 66.06% Pervious Area 15,281 33.94% Impervious Area 11,511 75.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 189 0.15 Direct Entry, Basin #2 Pr. ToC Subcatchment 7S: Prop. Basin #2 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 1 0 Type II 24-hr 12 hr / 10 yr Rainfall=3.48" Runoff Area=45,029 sf Runoff Volume=0.095 af Runoff Depth>1.10" Flow Length=189' Tc=21.1 min CN=74 1.31 cfs 268 Type II 24-hr 12 hr / 10 yr Rainfall=3.48"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 269HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Prop. Basin #3 Runoff = 18.94 cfs @ 12.00 hrs, Volume= 0.956 af, Depth> 2.09" Routed to Pond 6P : South Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 12 hr / 10 yr Rainfall=3.48" Area (sf) CN Description 131,316 98 Paved parking, HSG A 454 96 Gravel surface, HSG A 44,421 98 Unconnected roofs, HSG A 62,556 61 >75% Grass cover, Good, HSG B 238,747 88 Weighted Average 63,010 26.39% Pervious Area 175,737 73.61% Impervious Area 44,421 25.28% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 910 1.65 Direct Entry, Basin #3 Ex. ToC Subcatchment 8S: Prop. Basin #3 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 12 hr / 10 yr Rainfall=3.48" Runoff Area=238,747 sf Runoff Volume=0.956 af Runoff Depth>2.09" Flow Length=910' Tc=9.2 min CN=88 18.94 cfs 269 Type II 24-hr 12 hr / 10 yr Rainfall=3.48"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 270HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [44] Hint: Outlet device #1 is below defined storage Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 2.01" for 12 hr / 10 yr event Inflow = 4.08 cfs @ 11.95 hrs, Volume= 0.173 af Outflow = 0.24 cfs @ 12.76 hrs, Volume= 0.154 af, Atten= 94%, Lag= 48.7 min Primary = 0.24 cfs @ 12.76 hrs, Volume= 0.154 af Routed to Pond 5P : Control Structure Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 885.78' @ 12.76 hrs Surf.Area= 5,284 sf Storage= 3,765 cf Plug-Flow detention time= 168.5 min calculated for 0.154 af (89% of inflow) Center-of-Mass det. time= 131.7 min ( 904.2 - 772.5 ) Volume Invert Avail.Storage Storage Description #1 885.00' 11,154 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 885.00 4,343 0 0 886.00 5,546 4,945 4,945 887.00 6,873 6,210 11,154 Device Routing Invert Outlet Devices #1 Primary 884.66' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.24 cfs @ 12.76 hrs HW=885.78' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.24 cfs @ 4.81 fps) 270 Type II 24-hr 12 hr / 10 yr Rainfall=3.48"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 271HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 109 8 7 6 5 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=1.033 ac Peak Elev=885.78' Storage=3,765 cf 4.08 cfs 0.24 cfs 271 Type II 24-hr 12 hr / 10 yr Rainfall=3.48"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 272HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.65' (Flood elevation advised) Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 1.79" for 12 hr / 10 yr event Inflow = 0.24 cfs @ 12.76 hrs, Volume= 0.154 af Outflow = 0.24 cfs @ 12.76 hrs, Volume= 0.154 af, Atten= 0%, Lag= 0.0 min Primary = 0.24 cfs @ 12.76 hrs, Volume= 0.154 af Routed to Pond 7P : North Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.65' @ 12.76 hrs Device Routing Invert Outlet Devices #1 Primary 884.41' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.24 cfs @ 12.76 hrs HW=884.65' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.24 cfs @ 1.66 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.033 ac Peak Elev=884.65' 0.24 cfs 0.24 cfs 272 Type II 24-hr 12 hr / 10 yr Rainfall=3.48"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 273HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: South Wet Pond [81] Warning: Exceeded Pond 7P by 3.20' @ 17.65 hrs Inflow Area = 7.548 ac, 67.53% Impervious, Inflow Depth > 1.52" for 12 hr / 10 yr event Inflow = 18.94 cfs @ 12.00 hrs, Volume= 0.956 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 882.25' @ 20.00 hrs Surf.Area= 13,475 sf Storage= 41,635 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 875.00' 100,587 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 875.00 2,000 0 0 876.00 2,201 2,101 2,101 877.00 2,731 2,466 4,567 878.00 4,369 3,550 8,117 879.00 4,930 4,650 12,766 880.00 7,244 6,087 18,853 881.00 9,665 8,455 27,308 882.00 12,448 11,057 38,364 883.00 16,517 14,483 52,847 884.00 24,279 20,398 73,245 885.00 30,406 27,343 100,587 273 Type II 24-hr 12 hr / 10 yr Rainfall=3.48"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 274HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 6P: South Wet Pond Inflow Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.548 ac Peak Elev=882.25' Storage=41,635 cf 18.94 cfs 274 Type II 24-hr 12 hr / 10 yr Rainfall=3.48"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 275HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: North Wet Pond Inflow Area = 2.067 ac, 51.41% Impervious, Inflow Depth > 1.45" for 12 hr / 10 yr event Inflow = 1.54 cfs @ 12.15 hrs, Volume= 0.249 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 6P : South Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 879.17' @ 20.00 hrs Surf.Area= 5,861 sf Storage= 10,846 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 877.00' 64,199 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.00 4,116 0 0 878.00 4,900 4,508 4,508 879.00 5,758 5,329 9,837 880.00 6,351 6,055 15,892 881.00 7,289 6,820 22,712 882.00 8,284 7,787 30,498 883.00 10,021 9,153 39,651 884.00 12,203 11,112 50,763 885.00 14,670 13,437 64,199 Device Routing Invert Outlet Devices #1 Primary 882.07' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 275 Type II 24-hr 12 hr / 10 yr Rainfall=3.48"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 276HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 7P: North Wet Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 1 0 Inflow Area=2.067 ac Peak Elev=879.17' Storage=10,846 cf 1.54 cfs 0.00 cfs 276 Type II 24-hr 24 hr / 10 yr Rainfall=3.84"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 277HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=44,996 sf 68.90% Impervious Runoff Depth>2.32"Subcatchment 1S: Prop. Basin #1 Flow Length=323' Tc=4.2 min CN=87 Runoff=4.66 cfs 0.200 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>1.34"Subcatchment 7S: Prop. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=1.60 cfs 0.115 af Runoff Area=238,747 sf 73.61% Impervious Runoff Depth>2.41"Subcatchment 8S: Prop. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=21.60 cfs 1.099 af Peak Elev=885.91' Storage=4,445 cf Inflow=4.66 cfs 0.200 afPond 2P: Dry Pond Outflow=0.25 cfs 0.169 af Peak Elev=884.65' Inflow=0.25 cfs 0.169 afPond 5P: Control Structure Outflow=0.25 cfs 0.169 af Peak Elev=882.68' Storage=47,835 cf Inflow=21.60 cfs 1.099 afPond 6P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=879.43' Storage=12,365 cf Inflow=1.84 cfs 0.284 afPond 7P: North Wet Pond Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 1.414 af Average Runoff Depth = 2.25" 32.47% Pervious = 2.451 ac 67.53% Impervious = 5.097 ac 277 Type II 24-hr 24 hr / 10 yr Rainfall=3.84"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 278HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Prop. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 4.66 cfs @ 11.95 hrs, Volume= 0.200 af, Depth> 2.32" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 24 hr / 10 yr Rainfall=3.84" Area (sf) CN Description 10,336 98 Paved parking, HSG A 269 96 Gravel surface, HSG A 20,664 98 Unconnected roofs, HSG A 13,727 61 >75% Grass cover, Good, HSG B 44,996 87 Weighted Average 13,996 31.10% Pervious Area 31,000 68.90% Impervious Area 20,664 66.66% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 323 1.28 Direct Entry, Basin #1 Pr. ToC Subcatchment 1S: Prop. Basin #1 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 5 4 3 2 1 0 Type II 24-hr 24 hr / 10 yr Rainfall=3.84" Runoff Area=44,996 sf Runoff Volume=0.200 af Runoff Depth>2.32" Flow Length=323' Tc=4.2 min CN=87 4.66 cfs 278 Type II 24-hr 24 hr / 10 yr Rainfall=3.84"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 279HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Prop. Basin #2 Runoff = 1.60 cfs @ 12.15 hrs, Volume= 0.115 af, Depth> 1.34" Routed to Pond 7P : North Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 24 hr / 10 yr Rainfall=3.84" Area (sf) CN Description 3,770 98 Paved parking, HSG A 459 96 Gravel surface, HSG A 11,511 98 Unconnected roofs, HSG A 29,289 61 >75% Grass cover, Good, HSG B 45,029 74 Weighted Average 29,748 66.06% Pervious Area 15,281 33.94% Impervious Area 11,511 75.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 189 0.15 Direct Entry, Basin #2 Pr. ToC Subcatchment 7S: Prop. Basin #2 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 1 0 Type II 24-hr 24 hr / 10 yr Rainfall=3.84" Runoff Area=45,029 sf Runoff Volume=0.115 af Runoff Depth>1.34" Flow Length=189' Tc=21.1 min CN=74 1.60 cfs 279 Type II 24-hr 24 hr / 10 yr Rainfall=3.84"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 280HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Prop. Basin #3 Runoff = 21.60 cfs @ 12.00 hrs, Volume= 1.099 af, Depth> 2.41" Routed to Pond 6P : South Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 24 hr / 10 yr Rainfall=3.84" Area (sf) CN Description 131,316 98 Paved parking, HSG A 454 96 Gravel surface, HSG A 44,421 98 Unconnected roofs, HSG A 62,556 61 >75% Grass cover, Good, HSG B 238,747 88 Weighted Average 63,010 26.39% Pervious Area 175,737 73.61% Impervious Area 44,421 25.28% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 910 1.65 Direct Entry, Basin #3 Ex. ToC Subcatchment 8S: Prop. Basin #3 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 24 hr / 10 yr Rainfall=3.84" Runoff Area=238,747 sf Runoff Volume=1.099 af Runoff Depth>2.41" Flow Length=910' Tc=9.2 min CN=88 21.60 cfs 280 Type II 24-hr 24 hr / 10 yr Rainfall=3.84"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 281HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [44] Hint: Outlet device #1 is below defined storage Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 2.32" for 24 hr / 10 yr event Inflow = 4.66 cfs @ 11.95 hrs, Volume= 0.200 af Outflow = 0.25 cfs @ 12.85 hrs, Volume= 0.169 af, Atten= 95%, Lag= 54.2 min Primary = 0.25 cfs @ 12.85 hrs, Volume= 0.169 af Routed to Pond 5P : Control Structure Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 885.91' @ 12.85 hrs Surf.Area= 5,437 sf Storage= 4,445 cf Plug-Flow detention time= 179.4 min calculated for 0.169 af (84% of inflow) Center-of-Mass det. time= 133.0 min ( 902.2 - 769.2 ) Volume Invert Avail.Storage Storage Description #1 885.00' 11,154 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 885.00 4,343 0 0 886.00 5,546 4,945 4,945 887.00 6,873 6,210 11,154 Device Routing Invert Outlet Devices #1 Primary 884.66' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.25 cfs @ 12.85 hrs HW=885.91' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.25 cfs @ 5.10 fps) 281 Type II 24-hr 24 hr / 10 yr Rainfall=3.84"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 282HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 109 8 7 6 5 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=1.033 ac Peak Elev=885.91' Storage=4,445 cf 4.66 cfs 0.25 cfs 282 Type II 24-hr 24 hr / 10 yr Rainfall=3.84"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 283HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.65' (Flood elevation advised) Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 1.96" for 24 hr / 10 yr event Inflow = 0.25 cfs @ 12.85 hrs, Volume= 0.169 af Outflow = 0.25 cfs @ 12.85 hrs, Volume= 0.169 af, Atten= 0%, Lag= 0.0 min Primary = 0.25 cfs @ 12.85 hrs, Volume= 0.169 af Routed to Pond 7P : North Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.65' @ 12.85 hrs Device Routing Invert Outlet Devices #1 Primary 884.41' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.25 cfs @ 12.85 hrs HW=884.65' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.25 cfs @ 1.68 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.033 ac Peak Elev=884.65' 0.25 cfs 0.25 cfs 283 Type II 24-hr 24 hr / 10 yr Rainfall=3.84"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 284HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: South Wet Pond [81] Warning: Exceeded Pond 7P by 3.61' @ 14.35 hrs Inflow Area = 7.548 ac, 67.53% Impervious, Inflow Depth > 1.75" for 24 hr / 10 yr event Inflow = 21.60 cfs @ 12.00 hrs, Volume= 1.099 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 882.68' @ 20.00 hrs Surf.Area= 15,233 sf Storage= 47,835 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 875.00' 100,587 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 875.00 2,000 0 0 876.00 2,201 2,101 2,101 877.00 2,731 2,466 4,567 878.00 4,369 3,550 8,117 879.00 4,930 4,650 12,766 880.00 7,244 6,087 18,853 881.00 9,665 8,455 27,308 882.00 12,448 11,057 38,364 883.00 16,517 14,483 52,847 884.00 24,279 20,398 73,245 885.00 30,406 27,343 100,587 284 Type II 24-hr 24 hr / 10 yr Rainfall=3.84"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 285HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 6P: South Wet Pond Inflow Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.548 ac Peak Elev=882.68' Storage=47,835 cf 21.60 cfs 285 Type II 24-hr 24 hr / 10 yr Rainfall=3.84"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 286HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: North Wet Pond Inflow Area = 2.067 ac, 51.41% Impervious, Inflow Depth > 1.65" for 24 hr / 10 yr event Inflow = 1.84 cfs @ 12.15 hrs, Volume= 0.284 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 6P : South Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 879.43' @ 20.00 hrs Surf.Area= 6,013 sf Storage= 12,365 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 877.00' 64,199 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.00 4,116 0 0 878.00 4,900 4,508 4,508 879.00 5,758 5,329 9,837 880.00 6,351 6,055 15,892 881.00 7,289 6,820 22,712 882.00 8,284 7,787 30,498 883.00 10,021 9,153 39,651 884.00 12,203 11,112 50,763 885.00 14,670 13,437 64,199 Device Routing Invert Outlet Devices #1 Primary 882.07' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 286 Type II 24-hr 24 hr / 10 yr Rainfall=3.84"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 287HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 7P: North Wet Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 2 1 0 Inflow Area=2.067 ac Peak Elev=879.43' Storage=12,365 cf 1.84 cfs 0.00 cfs 287 Type II 24-hr 30 min / 10 yr Rainfall=1.63"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 288HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=44,996 sf 68.90% Impervious Runoff Depth>0.57"Subcatchment 1S: Prop. Basin #1 Flow Length=323' Tc=4.2 min CN=87 Runoff=1.21 cfs 0.049 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>0.16"Subcatchment 7S: Prop. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.13 cfs 0.014 af Runoff Area=238,747 sf 73.61% Impervious Runoff Depth>0.62"Subcatchment 8S: Prop. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=5.78 cfs 0.282 af Peak Elev=885.18' Storage=805 cf Inflow=1.21 cfs 0.049 afPond 2P: Dry Pond Outflow=0.15 cfs 0.049 af Peak Elev=884.60' Inflow=0.15 cfs 0.049 afPond 5P: Control Structure Outflow=0.15 cfs 0.049 af Peak Elev=878.90' Storage=12,271 cf Inflow=5.78 cfs 0.282 afPond 6P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=877.63' Storage=2,737 cf Inflow=0.27 cfs 0.063 afPond 7P: North Wet Pond Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 0.345 af Average Runoff Depth = 0.55" 32.47% Pervious = 2.451 ac 67.53% Impervious = 5.097 ac 288 Type II 24-hr 30 min / 10 yr Rainfall=1.63"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 289HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Prop. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.21 cfs @ 11.95 hrs, Volume= 0.049 af, Depth> 0.57" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 30 min / 10 yr Rainfall=1.63" Area (sf) CN Description 10,336 98 Paved parking, HSG A 269 96 Gravel surface, HSG A 20,664 98 Unconnected roofs, HSG A 13,727 61 >75% Grass cover, Good, HSG B 44,996 87 Weighted Average 13,996 31.10% Pervious Area 31,000 68.90% Impervious Area 20,664 66.66% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 323 1.28 Direct Entry, Basin #1 Pr. ToC Subcatchment 1S: Prop. Basin #1 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 1 0 Type II 24-hr 30 min / 10 yr Rainfall=1.63" Runoff Area=44,996 sf Runoff Volume=0.049 af Runoff Depth>0.57" Flow Length=323' Tc=4.2 min CN=87 1.21 cfs 289 Type II 24-hr 30 min / 10 yr Rainfall=1.63"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 290HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Prop. Basin #2 Runoff = 0.13 cfs @ 12.21 hrs, Volume= 0.014 af, Depth> 0.16" Routed to Pond 7P : North Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 30 min / 10 yr Rainfall=1.63" Area (sf) CN Description 3,770 98 Paved parking, HSG A 459 96 Gravel surface, HSG A 11,511 98 Unconnected roofs, HSG A 29,289 61 >75% Grass cover, Good, HSG B 45,029 74 Weighted Average 29,748 66.06% Pervious Area 15,281 33.94% Impervious Area 11,511 75.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 189 0.15 Direct Entry, Basin #2 Pr. ToC Subcatchment 7S: Prop. Basin #2 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 30 min / 10 yr Rainfall=1.63" Runoff Area=45,029 sf Runoff Volume=0.014 af Runoff Depth>0.16" Flow Length=189' Tc=21.1 min CN=74 0.13 cfs 290 Type II 24-hr 30 min / 10 yr Rainfall=1.63"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 291HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Prop. Basin #3 Runoff = 5.78 cfs @ 12.01 hrs, Volume= 0.282 af, Depth> 0.62" Routed to Pond 6P : South Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 30 min / 10 yr Rainfall=1.63" Area (sf) CN Description 131,316 98 Paved parking, HSG A 454 96 Gravel surface, HSG A 44,421 98 Unconnected roofs, HSG A 62,556 61 >75% Grass cover, Good, HSG B 238,747 88 Weighted Average 63,010 26.39% Pervious Area 175,737 73.61% Impervious Area 44,421 25.28% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 910 1.65 Direct Entry, Basin #3 Ex. ToC Subcatchment 8S: Prop. Basin #3 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 6 5 4 3 2 1 0 Type II 24-hr 30 min / 10 yr Rainfall=1.63" Runoff Area=238,747 sf Runoff Volume=0.282 af Runoff Depth>0.62" Flow Length=910' Tc=9.2 min CN=88 5.78 cfs 291 Type II 24-hr 30 min / 10 yr Rainfall=1.63"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 292HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [44] Hint: Outlet device #1 is below defined storage Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 0.57" for 30 min / 10 yr event Inflow = 1.21 cfs @ 11.95 hrs, Volume= 0.049 af Outflow = 0.15 cfs @ 12.30 hrs, Volume= 0.049 af, Atten= 88%, Lag= 20.8 min Primary = 0.15 cfs @ 12.30 hrs, Volume= 0.049 af Routed to Pond 5P : Control Structure Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 885.18' @ 12.30 hrs Surf.Area= 4,560 sf Storage= 805 cf Plug-Flow detention time= 48.0 min calculated for 0.049 af (99% of inflow) Center-of-Mass det. time= 45.7 min ( 845.3 - 799.6 ) Volume Invert Avail.Storage Storage Description #1 885.00' 11,154 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 885.00 4,343 0 0 886.00 5,546 4,945 4,945 887.00 6,873 6,210 11,154 Device Routing Invert Outlet Devices #1 Primary 884.66' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.15 cfs @ 12.30 hrs HW=885.18' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.15 cfs @ 3.03 fps) 292 Type II 24-hr 30 min / 10 yr Rainfall=1.63"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 293HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 1 0 Inflow Area=1.033 ac Peak Elev=885.18' Storage=805 cf 1.21 cfs 0.15 cfs 293 Type II 24-hr 30 min / 10 yr Rainfall=1.63"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 294HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.60' (Flood elevation advised) Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 0.57" for 30 min / 10 yr event Inflow = 0.15 cfs @ 12.30 hrs, Volume= 0.049 af Outflow = 0.15 cfs @ 12.30 hrs, Volume= 0.049 af, Atten= 0%, Lag= 0.0 min Primary = 0.15 cfs @ 12.30 hrs, Volume= 0.049 af Routed to Pond 7P : North Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.60' @ 12.30 hrs Device Routing Invert Outlet Devices #1 Primary 884.41' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.15 cfs @ 12.30 hrs HW=884.60' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.15 cfs @ 1.47 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=1.033 ac Peak Elev=884.60' 0.15 cfs 0.15 cfs 294 Type II 24-hr 30 min / 10 yr Rainfall=1.63"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 295HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: South Wet Pond Inflow Area = 7.548 ac, 67.53% Impervious, Inflow Depth > 0.45" for 30 min / 10 yr event Inflow = 5.78 cfs @ 12.01 hrs, Volume= 0.282 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 878.90' @ 20.00 hrs Surf.Area= 4,873 sf Storage= 12,271 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 875.00' 100,587 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 875.00 2,000 0 0 876.00 2,201 2,101 2,101 877.00 2,731 2,466 4,567 878.00 4,369 3,550 8,117 879.00 4,930 4,650 12,766 880.00 7,244 6,087 18,853 881.00 9,665 8,455 27,308 882.00 12,448 11,057 38,364 883.00 16,517 14,483 52,847 884.00 24,279 20,398 73,245 885.00 30,406 27,343 100,587 295 Type II 24-hr 30 min / 10 yr Rainfall=1.63"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 296HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 6P: South Wet Pond Inflow Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=7.548 ac Peak Elev=878.90' Storage=12,271 cf 5.78 cfs 296 Type II 24-hr 30 min / 10 yr Rainfall=1.63"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 297HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: North Wet Pond Inflow Area = 2.067 ac, 51.41% Impervious, Inflow Depth > 0.37" for 30 min / 10 yr event Inflow = 0.27 cfs @ 12.21 hrs, Volume= 0.063 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 6P : South Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 877.63' @ 20.00 hrs Surf.Area= 4,608 sf Storage= 2,737 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 877.00' 64,199 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.00 4,116 0 0 878.00 4,900 4,508 4,508 879.00 5,758 5,329 9,837 880.00 6,351 6,055 15,892 881.00 7,289 6,820 22,712 882.00 8,284 7,787 30,498 883.00 10,021 9,153 39,651 884.00 12,203 11,112 50,763 885.00 14,670 13,437 64,199 Device Routing Invert Outlet Devices #1 Primary 882.07' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 297 Type II 24-hr 30 min / 10 yr Rainfall=1.63"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 298HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 7P: North Wet Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 1110 9 8 7 6 5 Fl o w ( c f s ) 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=2.067 ac Peak Elev=877.63' Storage=2,737 cf 0.27 cfs 0.00 cfs 298 Multi-Event TablesPost-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 299HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Events for Subcatchment 1S: Prop. Basin #1 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 1 hr / 10 yr 2.03 1.79 0.073 0.85 2 hr / 10 yr 2.22 2.08 0.086 0.99 3 hr / 10 yr 2.52 2.55 0.106 1.23 6 hr / 10 yr 3.00 3.31 0.139 1.61 12 hr / 10 yr 3.48 4.08 0.173 2.01 24 hr / 10 yr 3.84 4.66 0.200 2.32 30 min / 10 yr 1.63 1.21 0.049 0.57 299 Multi-Event TablesPost-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 300HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Events for Subcatchment 7S: Prop. Basin #2 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 1 hr / 10 yr 2.03 0.31 0.027 0.32 2 hr / 10 yr 2.22 0.42 0.034 0.40 3 hr / 10 yr 2.52 0.60 0.047 0.55 6 hr / 10 yr 3.00 0.94 0.070 0.81 12 hr / 10 yr 3.48 1.31 0.095 1.10 24 hr / 10 yr 3.84 1.60 0.115 1.34 30 min / 10 yr 1.63 0.13 0.014 0.16 300 Multi-Event TablesPost-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 301HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Events for Subcatchment 8S: Prop. Basin #3 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 1 hr / 10 yr 2.03 8.48 0.415 0.91 2 hr / 10 yr 2.22 9.81 0.482 1.05 3 hr / 10 yr 2.52 11.94 0.590 1.29 6 hr / 10 yr 3.00 15.42 0.770 1.69 12 hr / 10 yr 3.48 18.94 0.956 2.09 24 hr / 10 yr 3.84 21.60 1.099 2.41 30 min / 10 yr 1.63 5.78 0.282 0.62 301 Multi-Event TablesPost-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 302HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Events for Pond 2P: Dry Pond Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 1 hr / 10 yr 1.79 0.17 885.30 1,352 2 hr / 10 yr 2.08 0.18 885.36 1,635 3 hr / 10 yr 2.55 0.19 885.46 2,105 6 hr / 10 yr 3.31 0.22 885.62 2,904 12 hr / 10 yr 4.08 0.24 885.78 3,765 24 hr / 10 yr 4.66 0.25 885.91 4,445 30 min / 10 yr 1.21 0.15 885.18 805 302 Multi-Event TablesPost-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 303HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Events for Pond 5P: Control Structure Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (acre-feet) 1 hr / 10 yr 0.17 0.17 884.61 0.000 2 hr / 10 yr 0.18 0.18 884.62 0.000 3 hr / 10 yr 0.19 0.19 884.62 0.000 6 hr / 10 yr 0.22 0.22 884.64 0.000 12 hr / 10 yr 0.24 0.24 884.65 0.000 24 hr / 10 yr 0.25 0.25 884.65 0.000 30 min / 10 yr 0.15 0.15 884.60 0.000 303 Multi-Event TablesPost-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 304HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Events for Pond 6P: South Wet Pond Event Inflow (cfs) Elevation (feet) Storage (cubic-feet) 1 hr / 10 yr 8.48 879.89 18,068 2 hr / 10 yr 9.81 880.28 20,967 3 hr / 10 yr 11.94 880.83 25,692 6 hr / 10 yr 15.42 881.59 33,539 12 hr / 10 yr 18.94 882.25 41,635 24 hr / 10 yr 21.60 882.68 47,835 30 min / 10 yr 5.78 878.90 12,271 304 Multi-Event TablesPost-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 305HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Events for Pond 7P: North Wet Pond Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 1 hr / 10 yr 0.48 0.00 877.97 4,359 2 hr / 10 yr 0.59 0.00 878.14 5,205 3 hr / 10 yr 0.80 0.00 878.42 6,621 6 hr / 10 yr 1.15 0.00 878.83 8,849 12 hr / 10 yr 1.54 0.00 879.17 10,846 24 hr / 10 yr 1.84 0.00 879.43 12,365 30 min / 10 yr 0.27 0.00 877.63 2,737 305 1S Prop. Basin #1 7S Prop. Basin #2 8S Prop. Basin #3 2P Dry Pond 5P CB Control Structure 6P South Wet Pond 7P North Wet Pond Routing Diagram for Post-Dev(11-15-24) Prepared by Badger Engineering, Printed 11/18/2024 HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link 306 Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 307HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1 hr / 100 yr Type II 24-hr Default 24.00 1 3.03 2 2 2 hr / 100 yr Type II 24-hr Default 24.00 1 3.74 2 3 3 hr / 100 yr Type II 24-hr Default 24.00 1 4.26 2 4 6 hr / 100 yr Type II 24-hr Default 24.00 1 5.10 2 5 12 hr / 100 yr Type II 24-hr Default 24.00 1 5.76 2 6 24 hr / 100 yr Type II 24-hr Default 24.00 1 6.48 2 7 30 min / 100 yr Type II 24-hr Default 24.00 1 2.42 2 307 Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 308HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 2.424 61 >75% Grass cover, Good, HSG B (1S, 7S, 8S) 0.027 96 Gravel surface, HSG A (1S, 7S, 8S) 3.338 98 Paved parking, HSG A (1S, 7S, 8S) 1.758 98 Unconnected roofs, HSG A (1S, 7S, 8S) 7.548 86 TOTAL AREA 308 Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 309HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 5.124 HSG A 1S, 7S, 8S 2.424 HSG B 1S, 7S, 8S 0.000 HSG C 0.000 HSG D 0.000 Other 7.548 TOTAL AREA 309 Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 310HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 2.424 0.000 0.000 0.000 2.424 >75% Grass cover, Good 1S, 7S, 8S 0.027 0.000 0.000 0.000 0.000 0.027 Gravel surface 1S, 7S, 8S 3.338 0.000 0.000 0.000 0.000 3.338 Paved parking 1S, 7S, 8S 1.758 0.000 0.000 0.000 0.000 1.758 Unconnected roofs 1S, 7S, 8S 5.124 2.424 0.000 0.000 0.000 7.548 TOTAL AREA 310 Type II 24-hr 1 hr / 100 yr Rainfall=3.03"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 311HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=44,996 sf 68.90% Impervious Runoff Depth>1.64"Subcatchment 1S: Prop. Basin #1 Flow Length=323' Tc=4.2 min CN=87 Runoff=3.35 cfs 0.141 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>0.83"Subcatchment 7S: Prop. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.96 cfs 0.071 af Runoff Area=238,747 sf 73.61% Impervious Runoff Depth>1.71"Subcatchment 8S: Prop. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=15.64 cfs 0.782 af Peak Elev=885.63' Storage=2,956 cf Inflow=3.35 cfs 0.141 afPond 2P: Dry Pond Outflow=0.22 cfs 0.135 af Peak Elev=884.64' Inflow=0.22 cfs 0.135 afPond 5P: Control Structure Outflow=0.22 cfs 0.135 af Peak Elev=881.64' Storage=34,036 cf Inflow=15.64 cfs 0.782 afPond 6P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=878.85' Storage=8,973 cf Inflow=1.17 cfs 0.206 afPond 7P: North Wet Pond Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 0.994 af Average Runoff Depth = 1.58" 32.47% Pervious = 2.451 ac 67.53% Impervious = 5.097 ac 311 Type II 24-hr 1 hr / 100 yr Rainfall=3.03"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 312HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Prop. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 3.35 cfs @ 11.95 hrs, Volume= 0.141 af, Depth> 1.64" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 hr / 100 yr Rainfall=3.03" Area (sf) CN Description 10,336 98 Paved parking, HSG A 269 96 Gravel surface, HSG A 20,664 98 Unconnected roofs, HSG A 13,727 61 >75% Grass cover, Good, HSG B 44,996 87 Weighted Average 13,996 31.10% Pervious Area 31,000 68.90% Impervious Area 20,664 66.66% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 323 1.28 Direct Entry, Basin #1 Pr. ToC Subcatchment 1S: Prop. Basin #1 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 1 hr / 100 yr Rainfall=3.03" Runoff Area=44,996 sf Runoff Volume=0.141 af Runoff Depth>1.64" Flow Length=323' Tc=4.2 min CN=87 3.35 cfs 312 Type II 24-hr 1 hr / 100 yr Rainfall=3.03"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 313HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Prop. Basin #2 Runoff = 0.96 cfs @ 12.16 hrs, Volume= 0.071 af, Depth> 0.83" Routed to Pond 7P : North Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 hr / 100 yr Rainfall=3.03" Area (sf) CN Description 3,770 98 Paved parking, HSG A 459 96 Gravel surface, HSG A 11,511 98 Unconnected roofs, HSG A 29,289 61 >75% Grass cover, Good, HSG B 45,029 74 Weighted Average 29,748 66.06% Pervious Area 15,281 33.94% Impervious Area 11,511 75.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 189 0.15 Direct Entry, Basin #2 Pr. ToC Subcatchment 7S: Prop. Basin #2 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 1 0 Type II 24-hr 1 hr / 100 yr Rainfall=3.03" Runoff Area=45,029 sf Runoff Volume=0.071 af Runoff Depth>0.83" Flow Length=189' Tc=21.1 min CN=74 0.96 cfs 313 Type II 24-hr 1 hr / 100 yr Rainfall=3.03"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 314HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Prop. Basin #3 Runoff = 15.64 cfs @ 12.00 hrs, Volume= 0.782 af, Depth> 1.71" Routed to Pond 6P : South Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 hr / 100 yr Rainfall=3.03" Area (sf) CN Description 131,316 98 Paved parking, HSG A 454 96 Gravel surface, HSG A 44,421 98 Unconnected roofs, HSG A 62,556 61 >75% Grass cover, Good, HSG B 238,747 88 Weighted Average 63,010 26.39% Pervious Area 175,737 73.61% Impervious Area 44,421 25.28% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 910 1.65 Direct Entry, Basin #3 Ex. ToC Subcatchment 8S: Prop. Basin #3 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 1 hr / 100 yr Rainfall=3.03" Runoff Area=238,747 sf Runoff Volume=0.782 af Runoff Depth>1.71" Flow Length=910' Tc=9.2 min CN=88 15.64 cfs 314 Type II 24-hr 1 hr / 100 yr Rainfall=3.03"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 315HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [44] Hint: Outlet device #1 is below defined storage Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 1.64" for 1 hr / 100 yr event Inflow = 3.35 cfs @ 11.95 hrs, Volume= 0.141 af Outflow = 0.22 cfs @ 12.62 hrs, Volume= 0.135 af, Atten= 94%, Lag= 40.3 min Primary = 0.22 cfs @ 12.62 hrs, Volume= 0.135 af Routed to Pond 5P : Control Structure Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 885.63' @ 12.62 hrs Surf.Area= 5,096 sf Storage= 2,956 cf Plug-Flow detention time= 145.5 min calculated for 0.135 af (95% of inflow) Center-of-Mass det. time= 129.0 min ( 906.1 - 777.1 ) Volume Invert Avail.Storage Storage Description #1 885.00' 11,154 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 885.00 4,343 0 0 886.00 5,546 4,945 4,945 887.00 6,873 6,210 11,154 Device Routing Invert Outlet Devices #1 Primary 884.66' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.22 cfs @ 12.62 hrs HW=885.63' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.22 cfs @ 4.42 fps) 315 Type II 24-hr 1 hr / 100 yr Rainfall=3.03"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 316HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 109 8 7 6 5 Fl o w ( c f s ) 3 2 1 0 Inflow Area=1.033 ac Peak Elev=885.63' Storage=2,956 cf 3.35 cfs 0.22 cfs 316 Type II 24-hr 1 hr / 100 yr Rainfall=3.03"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 317HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.64' (Flood elevation advised) Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 1.57" for 1 hr / 100 yr event Inflow = 0.22 cfs @ 12.62 hrs, Volume= 0.135 af Outflow = 0.22 cfs @ 12.62 hrs, Volume= 0.135 af, Atten= 0%, Lag= 0.0 min Primary = 0.22 cfs @ 12.62 hrs, Volume= 0.135 af Routed to Pond 7P : North Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.64' @ 12.62 hrs Device Routing Invert Outlet Devices #1 Primary 884.41' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.22 cfs @ 12.62 hrs HW=884.64' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.22 cfs @ 1.62 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=1.033 ac Peak Elev=884.64' 0.22 cfs 0.22 cfs 317 Type II 24-hr 1 hr / 100 yr Rainfall=3.03"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 318HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: South Wet Pond Inflow Area = 7.548 ac, 67.53% Impervious, Inflow Depth > 1.24" for 1 hr / 100 yr event Inflow = 15.64 cfs @ 12.00 hrs, Volume= 0.782 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 881.64' @ 20.00 hrs Surf.Area= 11,440 sf Storage= 34,036 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 875.00' 100,587 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 875.00 2,000 0 0 876.00 2,201 2,101 2,101 877.00 2,731 2,466 4,567 878.00 4,369 3,550 8,117 879.00 4,930 4,650 12,766 880.00 7,244 6,087 18,853 881.00 9,665 8,455 27,308 882.00 12,448 11,057 38,364 883.00 16,517 14,483 52,847 884.00 24,279 20,398 73,245 885.00 30,406 27,343 100,587 318 Type II 24-hr 1 hr / 100 yr Rainfall=3.03"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 319HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 6P: South Wet Pond Inflow Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.548 ac Peak Elev=881.64' Storage=34,036 cf 15.64 cfs 319 Type II 24-hr 1 hr / 100 yr Rainfall=3.03"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 320HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: North Wet Pond Inflow Area = 2.067 ac, 51.41% Impervious, Inflow Depth > 1.20" for 1 hr / 100 yr event Inflow = 1.17 cfs @ 12.16 hrs, Volume= 0.206 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 6P : South Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 878.85' @ 20.00 hrs Surf.Area= 5,628 sf Storage= 8,973 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 877.00' 64,199 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.00 4,116 0 0 878.00 4,900 4,508 4,508 879.00 5,758 5,329 9,837 880.00 6,351 6,055 15,892 881.00 7,289 6,820 22,712 882.00 8,284 7,787 30,498 883.00 10,021 9,153 39,651 884.00 12,203 11,112 50,763 885.00 14,670 13,437 64,199 Device Routing Invert Outlet Devices #1 Primary 882.07' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 320 Type II 24-hr 1 hr / 100 yr Rainfall=3.03"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 321HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 7P: North Wet Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 1 0 Inflow Area=2.067 ac Peak Elev=878.85' Storage=8,973 cf 1.17 cfs 0.00 cfs 321 Type II 24-hr 2 hr / 100 yr Rainfall=3.74"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 322HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=44,996 sf 68.90% Impervious Runoff Depth>2.24"Subcatchment 1S: Prop. Basin #1 Flow Length=323' Tc=4.2 min CN=87 Runoff=4.50 cfs 0.192 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>1.27"Subcatchment 7S: Prop. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=1.52 cfs 0.110 af Runoff Area=238,747 sf 73.61% Impervious Runoff Depth>2.32"Subcatchment 8S: Prop. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=20.86 cfs 1.059 af Peak Elev=885.87' Storage=4,253 cf Inflow=4.50 cfs 0.192 afPond 2P: Dry Pond Outflow=0.25 cfs 0.165 af Peak Elev=884.65' Inflow=0.25 cfs 0.165 afPond 5P: Control Structure Outflow=0.25 cfs 0.165 af Peak Elev=882.57' Storage=46,103 cf Inflow=20.86 cfs 1.059 afPond 6P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=879.36' Storage=11,942 cf Inflow=1.76 cfs 0.275 afPond 7P: North Wet Pond Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 1.361 af Average Runoff Depth = 2.16" 32.47% Pervious = 2.451 ac 67.53% Impervious = 5.097 ac 322 Type II 24-hr 2 hr / 100 yr Rainfall=3.74"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 323HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Prop. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 4.50 cfs @ 11.95 hrs, Volume= 0.192 af, Depth> 2.24" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2 hr / 100 yr Rainfall=3.74" Area (sf) CN Description 10,336 98 Paved parking, HSG A 269 96 Gravel surface, HSG A 20,664 98 Unconnected roofs, HSG A 13,727 61 >75% Grass cover, Good, HSG B 44,996 87 Weighted Average 13,996 31.10% Pervious Area 31,000 68.90% Impervious Area 20,664 66.66% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 323 1.28 Direct Entry, Basin #1 Pr. ToC Subcatchment 1S: Prop. Basin #1 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 5 4 3 2 1 0 Type II 24-hr 2 hr / 100 yr Rainfall=3.74" Runoff Area=44,996 sf Runoff Volume=0.192 af Runoff Depth>2.24" Flow Length=323' Tc=4.2 min CN=87 4.50 cfs 323 Type II 24-hr 2 hr / 100 yr Rainfall=3.74"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 324HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Prop. Basin #2 Runoff = 1.52 cfs @ 12.15 hrs, Volume= 0.110 af, Depth> 1.27" Routed to Pond 7P : North Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2 hr / 100 yr Rainfall=3.74" Area (sf) CN Description 3,770 98 Paved parking, HSG A 459 96 Gravel surface, HSG A 11,511 98 Unconnected roofs, HSG A 29,289 61 >75% Grass cover, Good, HSG B 45,029 74 Weighted Average 29,748 66.06% Pervious Area 15,281 33.94% Impervious Area 11,511 75.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 189 0.15 Direct Entry, Basin #2 Pr. ToC Subcatchment 7S: Prop. Basin #2 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 1 0 Type II 24-hr 2 hr / 100 yr Rainfall=3.74" Runoff Area=45,029 sf Runoff Volume=0.110 af Runoff Depth>1.27" Flow Length=189' Tc=21.1 min CN=74 1.52 cfs 324 Type II 24-hr 2 hr / 100 yr Rainfall=3.74"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 325HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Prop. Basin #3 Runoff = 20.86 cfs @ 12.00 hrs, Volume= 1.059 af, Depth> 2.32" Routed to Pond 6P : South Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2 hr / 100 yr Rainfall=3.74" Area (sf) CN Description 131,316 98 Paved parking, HSG A 454 96 Gravel surface, HSG A 44,421 98 Unconnected roofs, HSG A 62,556 61 >75% Grass cover, Good, HSG B 238,747 88 Weighted Average 63,010 26.39% Pervious Area 175,737 73.61% Impervious Area 44,421 25.28% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 910 1.65 Direct Entry, Basin #3 Ex. ToC Subcatchment 8S: Prop. Basin #3 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 hr / 100 yr Rainfall=3.74" Runoff Area=238,747 sf Runoff Volume=1.059 af Runoff Depth>2.32" Flow Length=910' Tc=9.2 min CN=88 20.86 cfs 325 Type II 24-hr 2 hr / 100 yr Rainfall=3.74"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 326HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [44] Hint: Outlet device #1 is below defined storage Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 2.24" for 2 hr / 100 yr event Inflow = 4.50 cfs @ 11.95 hrs, Volume= 0.192 af Outflow = 0.25 cfs @ 12.83 hrs, Volume= 0.165 af, Atten= 95%, Lag= 52.8 min Primary = 0.25 cfs @ 12.83 hrs, Volume= 0.165 af Routed to Pond 5P : Control Structure Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 885.87' @ 12.83 hrs Surf.Area= 5,394 sf Storage= 4,253 cf Plug-Flow detention time= 176.8 min calculated for 0.165 af (86% of inflow) Center-of-Mass det. time= 132.7 min ( 902.8 - 770.1 ) Volume Invert Avail.Storage Storage Description #1 885.00' 11,154 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 885.00 4,343 0 0 886.00 5,546 4,945 4,945 887.00 6,873 6,210 11,154 Device Routing Invert Outlet Devices #1 Primary 884.66' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.25 cfs @ 12.83 hrs HW=885.87' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.25 cfs @ 5.02 fps) 326 Type II 24-hr 2 hr / 100 yr Rainfall=3.74"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 327HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 109 8 7 6 5 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=1.033 ac Peak Elev=885.87' Storage=4,253 cf 4.50 cfs 0.25 cfs 327 Type II 24-hr 2 hr / 100 yr Rainfall=3.74"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 328HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.65' (Flood elevation advised) Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 1.92" for 2 hr / 100 yr event Inflow = 0.25 cfs @ 12.83 hrs, Volume= 0.165 af Outflow = 0.25 cfs @ 12.83 hrs, Volume= 0.165 af, Atten= 0%, Lag= 0.0 min Primary = 0.25 cfs @ 12.83 hrs, Volume= 0.165 af Routed to Pond 7P : North Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.65' @ 12.83 hrs Device Routing Invert Outlet Devices #1 Primary 884.41' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.25 cfs @ 12.83 hrs HW=884.65' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.25 cfs @ 1.68 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.033 ac Peak Elev=884.65' 0.25 cfs 0.25 cfs 328 Type II 24-hr 2 hr / 100 yr Rainfall=3.74"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 329HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: South Wet Pond [81] Warning: Exceeded Pond 7P by 3.52' @ 15.00 hrs Inflow Area = 7.548 ac, 67.53% Impervious, Inflow Depth > 1.68" for 2 hr / 100 yr event Inflow = 20.86 cfs @ 12.00 hrs, Volume= 1.059 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 882.57' @ 20.00 hrs Surf.Area= 14,763 sf Storage= 46,103 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 875.00' 100,587 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 875.00 2,000 0 0 876.00 2,201 2,101 2,101 877.00 2,731 2,466 4,567 878.00 4,369 3,550 8,117 879.00 4,930 4,650 12,766 880.00 7,244 6,087 18,853 881.00 9,665 8,455 27,308 882.00 12,448 11,057 38,364 883.00 16,517 14,483 52,847 884.00 24,279 20,398 73,245 885.00 30,406 27,343 100,587 329 Type II 24-hr 2 hr / 100 yr Rainfall=3.74"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 330HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 6P: South Wet Pond Inflow Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.548 ac Peak Elev=882.57' Storage=46,103 cf 20.86 cfs 330 Type II 24-hr 2 hr / 100 yr Rainfall=3.74"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 331HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: North Wet Pond Inflow Area = 2.067 ac, 51.41% Impervious, Inflow Depth > 1.59" for 2 hr / 100 yr event Inflow = 1.76 cfs @ 12.15 hrs, Volume= 0.275 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 6P : South Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 879.36' @ 20.00 hrs Surf.Area= 5,971 sf Storage= 11,942 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 877.00' 64,199 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.00 4,116 0 0 878.00 4,900 4,508 4,508 879.00 5,758 5,329 9,837 880.00 6,351 6,055 15,892 881.00 7,289 6,820 22,712 882.00 8,284 7,787 30,498 883.00 10,021 9,153 39,651 884.00 12,203 11,112 50,763 885.00 14,670 13,437 64,199 Device Routing Invert Outlet Devices #1 Primary 882.07' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 331 Type II 24-hr 2 hr / 100 yr Rainfall=3.74"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 332HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 7P: North Wet Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 1 0 Inflow Area=2.067 ac Peak Elev=879.36' Storage=11,942 cf 1.76 cfs 0.00 cfs 332 Type II 24-hr 3 hr / 100 yr Rainfall=4.26"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 333HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=44,996 sf 68.90% Impervious Runoff Depth>2.69"Subcatchment 1S: Prop. Basin #1 Flow Length=323' Tc=4.2 min CN=87 Runoff=5.34 cfs 0.231 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>1.62"Subcatchment 7S: Prop. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=1.95 cfs 0.140 af Runoff Area=238,747 sf 73.61% Impervious Runoff Depth>2.77"Subcatchment 8S: Prop. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=24.70 cfs 1.267 af Peak Elev=886.06' Storage=5,269 cf Inflow=5.34 cfs 0.231 afPond 2P: Dry Pond Outflow=0.27 cfs 0.185 af Peak Elev=884.66' Inflow=0.27 cfs 0.185 afPond 5P: Control Structure Outflow=0.27 cfs 0.185 af Peak Elev=883.14' Storage=55,162 cf Inflow=24.70 cfs 1.267 afPond 6P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=879.72' Storage=14,153 cf Inflow=2.21 cfs 0.325 afPond 7P: North Wet Pond Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 1.638 af Average Runoff Depth = 2.60" 32.47% Pervious = 2.451 ac 67.53% Impervious = 5.097 ac 333 Type II 24-hr 3 hr / 100 yr Rainfall=4.26"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 334HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Prop. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 5.34 cfs @ 11.95 hrs, Volume= 0.231 af, Depth> 2.69" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 3 hr / 100 yr Rainfall=4.26" Area (sf) CN Description 10,336 98 Paved parking, HSG A 269 96 Gravel surface, HSG A 20,664 98 Unconnected roofs, HSG A 13,727 61 >75% Grass cover, Good, HSG B 44,996 87 Weighted Average 13,996 31.10% Pervious Area 31,000 68.90% Impervious Area 20,664 66.66% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 323 1.28 Direct Entry, Basin #1 Pr. ToC Subcatchment 1S: Prop. Basin #1 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 5 4 3 2 1 0 Type II 24-hr 3 hr / 100 yr Rainfall=4.26" Runoff Area=44,996 sf Runoff Volume=0.231 af Runoff Depth>2.69" Flow Length=323' Tc=4.2 min CN=87 5.34 cfs 334 Type II 24-hr 3 hr / 100 yr Rainfall=4.26"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 335HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Prop. Basin #2 Runoff = 1.95 cfs @ 12.15 hrs, Volume= 0.140 af, Depth> 1.62" Routed to Pond 7P : North Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 3 hr / 100 yr Rainfall=4.26" Area (sf) CN Description 3,770 98 Paved parking, HSG A 459 96 Gravel surface, HSG A 11,511 98 Unconnected roofs, HSG A 29,289 61 >75% Grass cover, Good, HSG B 45,029 74 Weighted Average 29,748 66.06% Pervious Area 15,281 33.94% Impervious Area 11,511 75.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 189 0.15 Direct Entry, Basin #2 Pr. ToC Subcatchment 7S: Prop. Basin #2 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 2 1 0 Type II 24-hr 3 hr / 100 yr Rainfall=4.26" Runoff Area=45,029 sf Runoff Volume=0.140 af Runoff Depth>1.62" Flow Length=189' Tc=21.1 min CN=74 1.95 cfs 335 Type II 24-hr 3 hr / 100 yr Rainfall=4.26"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 336HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Prop. Basin #3 Runoff = 24.70 cfs @ 12.00 hrs, Volume= 1.267 af, Depth> 2.77" Routed to Pond 6P : South Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 3 hr / 100 yr Rainfall=4.26" Area (sf) CN Description 131,316 98 Paved parking, HSG A 454 96 Gravel surface, HSG A 44,421 98 Unconnected roofs, HSG A 62,556 61 >75% Grass cover, Good, HSG B 238,747 88 Weighted Average 63,010 26.39% Pervious Area 175,737 73.61% Impervious Area 44,421 25.28% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 910 1.65 Direct Entry, Basin #3 Ex. ToC Subcatchment 8S: Prop. Basin #3 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 3 hr / 100 yr Rainfall=4.26" Runoff Area=238,747 sf Runoff Volume=1.267 af Runoff Depth>2.77" Flow Length=910' Tc=9.2 min CN=88 24.70 cfs 336 Type II 24-hr 3 hr / 100 yr Rainfall=4.26"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 337HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [44] Hint: Outlet device #1 is below defined storage Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 2.69" for 3 hr / 100 yr event Inflow = 5.34 cfs @ 11.95 hrs, Volume= 0.231 af Outflow = 0.27 cfs @ 12.94 hrs, Volume= 0.185 af, Atten= 95%, Lag= 59.4 min Primary = 0.27 cfs @ 12.94 hrs, Volume= 0.185 af Routed to Pond 5P : Control Structure Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 886.06' @ 12.94 hrs Surf.Area= 5,623 sf Storage= 5,269 cf Plug-Flow detention time= 188.4 min calculated for 0.185 af (80% of inflow) Center-of-Mass det. time= 133.8 min ( 899.6 - 765.9 ) Volume Invert Avail.Storage Storage Description #1 885.00' 11,154 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 885.00 4,343 0 0 886.00 5,546 4,945 4,945 887.00 6,873 6,210 11,154 Device Routing Invert Outlet Devices #1 Primary 884.66' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.27 cfs @ 12.94 hrs HW=886.06' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.27 cfs @ 5.43 fps) 337 Type II 24-hr 3 hr / 100 yr Rainfall=4.26"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 338HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 109 8 7 6 5 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=1.033 ac Peak Elev=886.06' Storage=5,269 cf 5.34 cfs 0.27 cfs 338 Type II 24-hr 3 hr / 100 yr Rainfall=4.26"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 339HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.66' (Flood elevation advised) Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 2.15" for 3 hr / 100 yr event Inflow = 0.27 cfs @ 12.94 hrs, Volume= 0.185 af Outflow = 0.27 cfs @ 12.94 hrs, Volume= 0.185 af, Atten= 0%, Lag= 0.0 min Primary = 0.27 cfs @ 12.94 hrs, Volume= 0.185 af Routed to Pond 7P : North Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.66' @ 12.94 hrs Device Routing Invert Outlet Devices #1 Primary 884.41' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.27 cfs @ 12.94 hrs HW=884.66' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.27 cfs @ 1.71 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.033 ac Peak Elev=884.66' 0.27 cfs 0.27 cfs 339 Type II 24-hr 3 hr / 100 yr Rainfall=4.26"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 340HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: South Wet Pond [81] Warning: Exceeded Pond 7P by 3.88' @ 13.35 hrs Inflow Area = 7.548 ac, 67.53% Impervious, Inflow Depth > 2.01" for 3 hr / 100 yr event Inflow = 24.70 cfs @ 12.00 hrs, Volume= 1.267 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 883.14' @ 20.00 hrs Surf.Area= 17,572 sf Storage= 55,162 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 875.00' 100,587 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 875.00 2,000 0 0 876.00 2,201 2,101 2,101 877.00 2,731 2,466 4,567 878.00 4,369 3,550 8,117 879.00 4,930 4,650 12,766 880.00 7,244 6,087 18,853 881.00 9,665 8,455 27,308 882.00 12,448 11,057 38,364 883.00 16,517 14,483 52,847 884.00 24,279 20,398 73,245 885.00 30,406 27,343 100,587 340 Type II 24-hr 3 hr / 100 yr Rainfall=4.26"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 341HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 6P: South Wet Pond Inflow Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=7.548 ac Peak Elev=883.14' Storage=55,162 cf 24.70 cfs 341 Type II 24-hr 3 hr / 100 yr Rainfall=4.26"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 342HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: North Wet Pond Inflow Area = 2.067 ac, 51.41% Impervious, Inflow Depth > 1.89" for 3 hr / 100 yr event Inflow = 2.21 cfs @ 12.15 hrs, Volume= 0.325 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 6P : South Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 879.72' @ 20.00 hrs Surf.Area= 6,187 sf Storage= 14,153 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 877.00' 64,199 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.00 4,116 0 0 878.00 4,900 4,508 4,508 879.00 5,758 5,329 9,837 880.00 6,351 6,055 15,892 881.00 7,289 6,820 22,712 882.00 8,284 7,787 30,498 883.00 10,021 9,153 39,651 884.00 12,203 11,112 50,763 885.00 14,670 13,437 64,199 Device Routing Invert Outlet Devices #1 Primary 882.07' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 342 Type II 24-hr 3 hr / 100 yr Rainfall=4.26"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 343HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 7P: North Wet Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 2 1 0 Inflow Area=2.067 ac Peak Elev=879.72' Storage=14,153 cf 2.21 cfs 0.00 cfs 343 Type II 24-hr 6 hr / 100 yr Rainfall=5.10"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 344HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=44,996 sf 68.90% Impervious Runoff Depth>3.43"Subcatchment 1S: Prop. Basin #1 Flow Length=323' Tc=4.2 min CN=87 Runoff=6.70 cfs 0.295 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>2.23"Subcatchment 7S: Prop. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=2.70 cfs 0.192 af Runoff Area=238,747 sf 73.61% Impervious Runoff Depth>3.52"Subcatchment 8S: Prop. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=30.91 cfs 1.609 af Peak Elev=886.35' Storage=6,995 cf Inflow=6.70 cfs 0.295 afPond 2P: Dry Pond Outflow=0.30 cfs 0.216 af Peak Elev=884.68' Inflow=0.30 cfs 0.216 afPond 5P: Control Structure Outflow=0.30 cfs 0.216 af Peak Elev=883.87' Storage=70,055 cf Inflow=30.91 cfs 1.609 afPond 6P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=880.29' Storage=17,757 cf Inflow=2.98 cfs 0.408 afPond 7P: North Wet Pond Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 2.097 af Average Runoff Depth = 3.33" 32.47% Pervious = 2.451 ac 67.53% Impervious = 5.097 ac 344 Type II 24-hr 6 hr / 100 yr Rainfall=5.10"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 345HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Prop. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 6.70 cfs @ 11.94 hrs, Volume= 0.295 af, Depth> 3.43" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 6 hr / 100 yr Rainfall=5.10" Area (sf) CN Description 10,336 98 Paved parking, HSG A 269 96 Gravel surface, HSG A 20,664 98 Unconnected roofs, HSG A 13,727 61 >75% Grass cover, Good, HSG B 44,996 87 Weighted Average 13,996 31.10% Pervious Area 31,000 68.90% Impervious Area 20,664 66.66% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 323 1.28 Direct Entry, Basin #1 Pr. ToC Subcatchment 1S: Prop. Basin #1 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Type II 24-hr 6 hr / 100 yr Rainfall=5.10" Runoff Area=44,996 sf Runoff Volume=0.295 af Runoff Depth>3.43" Flow Length=323' Tc=4.2 min CN=87 6.70 cfs 345 Type II 24-hr 6 hr / 100 yr Rainfall=5.10"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 346HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Prop. Basin #2 Runoff = 2.70 cfs @ 12.14 hrs, Volume= 0.192 af, Depth> 2.23" Routed to Pond 7P : North Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 6 hr / 100 yr Rainfall=5.10" Area (sf) CN Description 3,770 98 Paved parking, HSG A 459 96 Gravel surface, HSG A 11,511 98 Unconnected roofs, HSG A 29,289 61 >75% Grass cover, Good, HSG B 45,029 74 Weighted Average 29,748 66.06% Pervious Area 15,281 33.94% Impervious Area 11,511 75.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 189 0.15 Direct Entry, Basin #2 Pr. ToC Subcatchment 7S: Prop. Basin #2 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 6 hr / 100 yr Rainfall=5.10" Runoff Area=45,029 sf Runoff Volume=0.192 af Runoff Depth>2.23" Flow Length=189' Tc=21.1 min CN=74 2.70 cfs 346 Type II 24-hr 6 hr / 100 yr Rainfall=5.10"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 347HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Prop. Basin #3 Runoff = 30.91 cfs @ 12.00 hrs, Volume= 1.609 af, Depth> 3.52" Routed to Pond 6P : South Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 6 hr / 100 yr Rainfall=5.10" Area (sf) CN Description 131,316 98 Paved parking, HSG A 454 96 Gravel surface, HSG A 44,421 98 Unconnected roofs, HSG A 62,556 61 >75% Grass cover, Good, HSG B 238,747 88 Weighted Average 63,010 26.39% Pervious Area 175,737 73.61% Impervious Area 44,421 25.28% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 910 1.65 Direct Entry, Basin #3 Ex. ToC Subcatchment 8S: Prop. Basin #3 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 6 hr / 100 yr Rainfall=5.10" Runoff Area=238,747 sf Runoff Volume=1.609 af Runoff Depth>3.52" Flow Length=910' Tc=9.2 min CN=88 30.91 cfs 347 Type II 24-hr 6 hr / 100 yr Rainfall=5.10"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 348HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [44] Hint: Outlet device #1 is below defined storage Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 3.43" for 6 hr / 100 yr event Inflow = 6.70 cfs @ 11.94 hrs, Volume= 0.295 af Outflow = 0.30 cfs @ 13.08 hrs, Volume= 0.216 af, Atten= 96%, Lag= 68.0 min Primary = 0.30 cfs @ 13.08 hrs, Volume= 0.216 af Routed to Pond 5P : Control Structure Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 886.35' @ 13.08 hrs Surf.Area= 6,017 sf Storage= 6,995 cf Plug-Flow detention time= 197.1 min calculated for 0.216 af (73% of inflow) Center-of-Mass det. time= 133.9 min ( 894.0 - 760.1 ) Volume Invert Avail.Storage Storage Description #1 885.00' 11,154 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 885.00 4,343 0 0 886.00 5,546 4,945 4,945 887.00 6,873 6,210 11,154 Device Routing Invert Outlet Devices #1 Primary 884.66' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.30 cfs @ 13.08 hrs HW=886.35' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.30 cfs @ 6.03 fps) 348 Type II 24-hr 6 hr / 100 yr Rainfall=5.10"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 349HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 109 8 7 6 5 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=1.033 ac Peak Elev=886.35' Storage=6,995 cf 6.70 cfs 0.30 cfs 349 Type II 24-hr 6 hr / 100 yr Rainfall=5.10"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 350HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.68' (Flood elevation advised) [79] Warning: Submerged Pond 2P Primary device # 1 by 0.02' Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 2.51" for 6 hr / 100 yr event Inflow = 0.30 cfs @ 13.08 hrs, Volume= 0.216 af Outflow = 0.30 cfs @ 13.08 hrs, Volume= 0.216 af, Atten= 0%, Lag= 0.0 min Primary = 0.30 cfs @ 13.08 hrs, Volume= 0.216 af Routed to Pond 7P : North Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.68' @ 13.08 hrs Device Routing Invert Outlet Devices #1 Primary 884.41' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.30 cfs @ 13.08 hrs HW=884.68' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.30 cfs @ 1.76 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.033 ac Peak Elev=884.68' 0.30 cfs 0.30 cfs 350 Type II 24-hr 6 hr / 100 yr Rainfall=5.10"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 351HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: South Wet Pond [81] Warning: Exceeded Pond 7P by 4.34' @ 12.20 hrs Inflow Area = 7.548 ac, 67.53% Impervious, Inflow Depth > 2.56" for 6 hr / 100 yr event Inflow = 30.91 cfs @ 12.00 hrs, Volume= 1.609 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 883.87' @ 20.00 hrs Surf.Area= 23,237 sf Storage= 70,055 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 875.00' 100,587 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 875.00 2,000 0 0 876.00 2,201 2,101 2,101 877.00 2,731 2,466 4,567 878.00 4,369 3,550 8,117 879.00 4,930 4,650 12,766 880.00 7,244 6,087 18,853 881.00 9,665 8,455 27,308 882.00 12,448 11,057 38,364 883.00 16,517 14,483 52,847 884.00 24,279 20,398 73,245 885.00 30,406 27,343 100,587 351 Type II 24-hr 6 hr / 100 yr Rainfall=5.10"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 352HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 6P: South Wet Pond Inflow Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=7.548 ac Peak Elev=883.87' Storage=70,055 cf 30.91 cfs 352 Type II 24-hr 6 hr / 100 yr Rainfall=5.10"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 353HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: North Wet Pond Inflow Area = 2.067 ac, 51.41% Impervious, Inflow Depth > 2.37" for 6 hr / 100 yr event Inflow = 2.98 cfs @ 12.14 hrs, Volume= 0.408 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 6P : South Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 880.29' @ 20.00 hrs Surf.Area= 6,621 sf Storage= 17,757 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 877.00' 64,199 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.00 4,116 0 0 878.00 4,900 4,508 4,508 879.00 5,758 5,329 9,837 880.00 6,351 6,055 15,892 881.00 7,289 6,820 22,712 882.00 8,284 7,787 30,498 883.00 10,021 9,153 39,651 884.00 12,203 11,112 50,763 885.00 14,670 13,437 64,199 Device Routing Invert Outlet Devices #1 Primary 882.07' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 353 Type II 24-hr 6 hr / 100 yr Rainfall=5.10"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 354HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 7P: North Wet Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 3 2 1 0 Inflow Area=2.067 ac Peak Elev=880.29' Storage=17,757 cf 2.98 cfs 0.00 cfs 354 Type II 24-hr 12 hr / 100 yr Rainfall=5.76"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 355HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=44,996 sf 68.90% Impervious Runoff Depth>4.02"Subcatchment 1S: Prop. Basin #1 Flow Length=323' Tc=4.2 min CN=87 Runoff=7.77 cfs 0.346 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>2.74"Subcatchment 7S: Prop. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=3.31 cfs 0.236 af Runoff Area=238,747 sf 73.61% Impervious Runoff Depth>4.12"Subcatchment 8S: Prop. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=35.78 cfs 1.881 af Peak Elev=886.58' Storage=8,410 cf Inflow=7.77 cfs 0.346 afPond 2P: Dry Pond Outflow=0.32 cfs 0.238 af Peak Elev=884.69' Inflow=0.32 cfs 0.238 afPond 5P: Control Structure Outflow=0.32 cfs 0.238 af Peak Elev=884.34' Storage=81,877 cf Inflow=35.78 cfs 1.881 afPond 6P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=880.70' Storage=20,595 cf Inflow=3.61 cfs 0.473 afPond 7P: North Wet Pond Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 2.462 af Average Runoff Depth = 3.92" 32.47% Pervious = 2.451 ac 67.53% Impervious = 5.097 ac 355 Type II 24-hr 12 hr / 100 yr Rainfall=5.76"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 356HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Prop. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 7.77 cfs @ 11.94 hrs, Volume= 0.346 af, Depth> 4.02" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 12 hr / 100 yr Rainfall=5.76" Area (sf) CN Description 10,336 98 Paved parking, HSG A 269 96 Gravel surface, HSG A 20,664 98 Unconnected roofs, HSG A 13,727 61 >75% Grass cover, Good, HSG B 44,996 87 Weighted Average 13,996 31.10% Pervious Area 31,000 68.90% Impervious Area 20,664 66.66% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 323 1.28 Direct Entry, Basin #1 Pr. ToC Subcatchment 1S: Prop. Basin #1 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Type II 24-hr 12 hr / 100 yr Rainfall=5.76" Runoff Area=44,996 sf Runoff Volume=0.346 af Runoff Depth>4.02" Flow Length=323' Tc=4.2 min CN=87 7.77 cfs 356 Type II 24-hr 12 hr / 100 yr Rainfall=5.76"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 357HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Prop. Basin #2 Runoff = 3.31 cfs @ 12.14 hrs, Volume= 0.236 af, Depth> 2.74" Routed to Pond 7P : North Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 12 hr / 100 yr Rainfall=5.76" Area (sf) CN Description 3,770 98 Paved parking, HSG A 459 96 Gravel surface, HSG A 11,511 98 Unconnected roofs, HSG A 29,289 61 >75% Grass cover, Good, HSG B 45,029 74 Weighted Average 29,748 66.06% Pervious Area 15,281 33.94% Impervious Area 11,511 75.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 189 0.15 Direct Entry, Basin #2 Pr. ToC Subcatchment 7S: Prop. Basin #2 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 12 hr / 100 yr Rainfall=5.76" Runoff Area=45,029 sf Runoff Volume=0.236 af Runoff Depth>2.74" Flow Length=189' Tc=21.1 min CN=74 3.31 cfs 357 Type II 24-hr 12 hr / 100 yr Rainfall=5.76"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 358HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Prop. Basin #3 Runoff = 35.78 cfs @ 12.00 hrs, Volume= 1.881 af, Depth> 4.12" Routed to Pond 6P : South Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 12 hr / 100 yr Rainfall=5.76" Area (sf) CN Description 131,316 98 Paved parking, HSG A 454 96 Gravel surface, HSG A 44,421 98 Unconnected roofs, HSG A 62,556 61 >75% Grass cover, Good, HSG B 238,747 88 Weighted Average 63,010 26.39% Pervious Area 175,737 73.61% Impervious Area 44,421 25.28% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 910 1.65 Direct Entry, Basin #3 Ex. ToC Subcatchment 8S: Prop. Basin #3 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 12 hr / 100 yr Rainfall=5.76" Runoff Area=238,747 sf Runoff Volume=1.881 af Runoff Depth>4.12" Flow Length=910' Tc=9.2 min CN=88 35.78 cfs 358 Type II 24-hr 12 hr / 100 yr Rainfall=5.76"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 359HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [44] Hint: Outlet device #1 is below defined storage Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 4.02" for 12 hr / 100 yr event Inflow = 7.77 cfs @ 11.94 hrs, Volume= 0.346 af Outflow = 0.32 cfs @ 13.22 hrs, Volume= 0.238 af, Atten= 96%, Lag= 76.3 min Primary = 0.32 cfs @ 13.22 hrs, Volume= 0.238 af Routed to Pond 5P : Control Structure Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 886.58' @ 13.22 hrs Surf.Area= 6,321 sf Storage= 8,410 cf Plug-Flow detention time= 199.4 min calculated for 0.237 af (68% of inflow) Center-of-Mass det. time= 133.2 min ( 889.8 - 756.6 ) Volume Invert Avail.Storage Storage Description #1 885.00' 11,154 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 885.00 4,343 0 0 886.00 5,546 4,945 4,945 887.00 6,873 6,210 11,154 Device Routing Invert Outlet Devices #1 Primary 884.66' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.32 cfs @ 13.22 hrs HW=886.58' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.32 cfs @ 6.46 fps) 359 Type II 24-hr 12 hr / 100 yr Rainfall=5.76"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 360HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 109 8 7 6 5 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Inflow Area=1.033 ac Peak Elev=886.58' Storage=8,410 cf 7.77 cfs 0.32 cfs 360 Type II 24-hr 12 hr / 100 yr Rainfall=5.76"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 361HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [82] Warning: Early inflow requires earlier time span [57] Hint: Peaked at 884.69' (Flood elevation advised) [79] Warning: Submerged Pond 2P Primary device # 1 by 0.03' Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 2.76" for 12 hr / 100 yr event Inflow = 0.32 cfs @ 13.22 hrs, Volume= 0.238 af Outflow = 0.32 cfs @ 13.22 hrs, Volume= 0.238 af, Atten= 0%, Lag= 0.0 min Primary = 0.32 cfs @ 13.22 hrs, Volume= 0.238 af Routed to Pond 7P : North Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.69' @ 13.22 hrs Device Routing Invert Outlet Devices #1 Primary 884.41' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.32 cfs @ 13.22 hrs HW=884.69' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.32 cfs @ 1.79 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.033 ac Peak Elev=884.69' 0.32 cfs 0.32 cfs 361 Type II 24-hr 12 hr / 100 yr Rainfall=5.76"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 362HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: South Wet Pond [82] Warning: Early inflow requires earlier time span [81] Warning: Exceeded Pond 7P by 4.65' @ 12.15 hrs Inflow Area = 7.548 ac, 67.53% Impervious, Inflow Depth > 2.99" for 12 hr / 100 yr event Inflow = 35.78 cfs @ 12.00 hrs, Volume= 1.881 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.34' @ 20.00 hrs Surf.Area= 26,368 sf Storage= 81,877 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 875.00' 100,587 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 875.00 2,000 0 0 876.00 2,201 2,101 2,101 877.00 2,731 2,466 4,567 878.00 4,369 3,550 8,117 879.00 4,930 4,650 12,766 880.00 7,244 6,087 18,853 881.00 9,665 8,455 27,308 882.00 12,448 11,057 38,364 883.00 16,517 14,483 52,847 884.00 24,279 20,398 73,245 885.00 30,406 27,343 100,587 362 Type II 24-hr 12 hr / 100 yr Rainfall=5.76"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 363HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 6P: South Wet Pond Inflow Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=7.548 ac Peak Elev=884.34' Storage=81,877 cf 35.78 cfs 363 Type II 24-hr 12 hr / 100 yr Rainfall=5.76"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 364HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: North Wet Pond Inflow Area = 2.067 ac, 51.41% Impervious, Inflow Depth > 2.75" for 12 hr / 100 yr event Inflow = 3.61 cfs @ 12.14 hrs, Volume= 0.473 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 6P : South Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 880.70' @ 20.00 hrs Surf.Area= 7,011 sf Storage= 20,595 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 877.00' 64,199 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.00 4,116 0 0 878.00 4,900 4,508 4,508 879.00 5,758 5,329 9,837 880.00 6,351 6,055 15,892 881.00 7,289 6,820 22,712 882.00 8,284 7,787 30,498 883.00 10,021 9,153 39,651 884.00 12,203 11,112 50,763 885.00 14,670 13,437 64,199 Device Routing Invert Outlet Devices #1 Primary 882.07' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 364 Type II 24-hr 12 hr / 100 yr Rainfall=5.76"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 365HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 7P: North Wet Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=2.067 ac Peak Elev=880.70' Storage=20,595 cf 3.61 cfs 0.00 cfs 365 Type II 24-hr 24 hr / 100 yr Rainfall=6.48"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 366HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=44,996 sf 68.90% Impervious Runoff Depth>4.67"Subcatchment 1S: Prop. Basin #1 Flow Length=323' Tc=4.2 min CN=87 Runoff=8.93 cfs 0.402 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>3.31"Subcatchment 7S: Prop. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=3.99 cfs 0.285 af Runoff Area=238,747 sf 73.61% Impervious Runoff Depth>4.77"Subcatchment 8S: Prop. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=41.07 cfs 2.178 af Peak Elev=886.83' Storage=10,006 cf Inflow=8.93 cfs 0.402 afPond 2P: Dry Pond Outflow=0.34 cfs 0.260 af Peak Elev=884.70' Inflow=0.34 cfs 0.260 afPond 5P: Control Structure Outflow=0.34 cfs 0.260 af Peak Elev=884.81' Storage=94,850 cf Inflow=41.07 cfs 2.178 afPond 6P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=881.13' Storage=23,684 cf Inflow=4.31 cfs 0.544 afPond 7P: North Wet Pond Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 2.865 af Average Runoff Depth = 4.56" 32.47% Pervious = 2.451 ac 67.53% Impervious = 5.097 ac 366 Type II 24-hr 24 hr / 100 yr Rainfall=6.48"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 367HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Prop. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 8.93 cfs @ 11.94 hrs, Volume= 0.402 af, Depth> 4.67" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 24 hr / 100 yr Rainfall=6.48" Area (sf) CN Description 10,336 98 Paved parking, HSG A 269 96 Gravel surface, HSG A 20,664 98 Unconnected roofs, HSG A 13,727 61 >75% Grass cover, Good, HSG B 44,996 87 Weighted Average 13,996 31.10% Pervious Area 31,000 68.90% Impervious Area 20,664 66.66% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 323 1.28 Direct Entry, Basin #1 Pr. ToC Subcatchment 1S: Prop. Basin #1 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 24 hr / 100 yr Rainfall=6.48" Runoff Area=44,996 sf Runoff Volume=0.402 af Runoff Depth>4.67" Flow Length=323' Tc=4.2 min CN=87 8.93 cfs 367 Type II 24-hr 24 hr / 100 yr Rainfall=6.48"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 368HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Prop. Basin #2 Runoff = 3.99 cfs @ 12.14 hrs, Volume= 0.285 af, Depth> 3.31" Routed to Pond 7P : North Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 24 hr / 100 yr Rainfall=6.48" Area (sf) CN Description 3,770 98 Paved parking, HSG A 459 96 Gravel surface, HSG A 11,511 98 Unconnected roofs, HSG A 29,289 61 >75% Grass cover, Good, HSG B 45,029 74 Weighted Average 29,748 66.06% Pervious Area 15,281 33.94% Impervious Area 11,511 75.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 189 0.15 Direct Entry, Basin #2 Pr. ToC Subcatchment 7S: Prop. Basin #2 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 4 3 2 1 0 Type II 24-hr 24 hr / 100 yr Rainfall=6.48" Runoff Area=45,029 sf Runoff Volume=0.285 af Runoff Depth>3.31" Flow Length=189' Tc=21.1 min CN=74 3.99 cfs 368 Type II 24-hr 24 hr / 100 yr Rainfall=6.48"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 369HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Prop. Basin #3 Runoff = 41.07 cfs @ 12.00 hrs, Volume= 2.178 af, Depth> 4.77" Routed to Pond 6P : South Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 24 hr / 100 yr Rainfall=6.48" Area (sf) CN Description 131,316 98 Paved parking, HSG A 454 96 Gravel surface, HSG A 44,421 98 Unconnected roofs, HSG A 62,556 61 >75% Grass cover, Good, HSG B 238,747 88 Weighted Average 63,010 26.39% Pervious Area 175,737 73.61% Impervious Area 44,421 25.28% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 910 1.65 Direct Entry, Basin #3 Ex. ToC Subcatchment 8S: Prop. Basin #3 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 24 hr / 100 yr Rainfall=6.48" Runoff Area=238,747 sf Runoff Volume=2.178 af Runoff Depth>4.77" Flow Length=910' Tc=9.2 min CN=88 41.07 cfs 369 Type II 24-hr 24 hr / 100 yr Rainfall=6.48"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 370HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [82] Warning: Early inflow requires earlier time span [44] Hint: Outlet device #1 is below defined storage Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 4.67" for 24 hr / 100 yr event Inflow = 8.93 cfs @ 11.94 hrs, Volume= 0.402 af Outflow = 0.34 cfs @ 13.35 hrs, Volume= 0.260 af, Atten= 96%, Lag= 84.3 min Primary = 0.34 cfs @ 13.35 hrs, Volume= 0.260 af Routed to Pond 5P : Control Structure Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 886.83' @ 13.35 hrs Surf.Area= 6,648 sf Storage= 10,006 cf Plug-Flow detention time= 202.3 min calculated for 0.260 af (65% of inflow) Center-of-Mass det. time= 132.2 min ( 885.6 - 753.4 ) Volume Invert Avail.Storage Storage Description #1 885.00' 11,154 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 885.00 4,343 0 0 886.00 5,546 4,945 4,945 887.00 6,873 6,210 11,154 Device Routing Invert Outlet Devices #1 Primary 884.66' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.34 cfs @ 13.35 hrs HW=886.83' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.34 cfs @ 6.89 fps) 370 Type II 24-hr 24 hr / 100 yr Rainfall=6.48"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 371HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 109 8 7 6 5 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.033 ac Peak Elev=886.83' Storage=10,006 cf 8.93 cfs 0.34 cfs 371 Type II 24-hr 24 hr / 100 yr Rainfall=6.48"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 372HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [82] Warning: Early inflow requires earlier time span [57] Hint: Peaked at 884.70' (Flood elevation advised) [79] Warning: Submerged Pond 2P Primary device # 1 by 0.04' Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 3.02" for 24 hr / 100 yr event Inflow = 0.34 cfs @ 13.35 hrs, Volume= 0.260 af Outflow = 0.34 cfs @ 13.35 hrs, Volume= 0.260 af, Atten= 0%, Lag= 0.0 min Primary = 0.34 cfs @ 13.35 hrs, Volume= 0.260 af Routed to Pond 7P : North Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.70' @ 13.35 hrs Device Routing Invert Outlet Devices #1 Primary 884.41' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.34 cfs @ 13.35 hrs HW=884.70' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.34 cfs @ 1.82 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.033 ac Peak Elev=884.70' 0.34 cfs 0.34 cfs 372 Type II 24-hr 24 hr / 100 yr Rainfall=6.48"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 373HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: South Wet Pond [82] Warning: Early inflow requires earlier time span [81] Warning: Exceeded Pond 7P by 4.93' @ 12.15 hrs Inflow Area = 7.548 ac, 67.53% Impervious, Inflow Depth > 3.46" for 24 hr / 100 yr event Inflow = 41.07 cfs @ 12.00 hrs, Volume= 2.178 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.81' @ 20.00 hrs Surf.Area= 29,227 sf Storage= 94,850 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 875.00' 100,587 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 875.00 2,000 0 0 876.00 2,201 2,101 2,101 877.00 2,731 2,466 4,567 878.00 4,369 3,550 8,117 879.00 4,930 4,650 12,766 880.00 7,244 6,087 18,853 881.00 9,665 8,455 27,308 882.00 12,448 11,057 38,364 883.00 16,517 14,483 52,847 884.00 24,279 20,398 73,245 885.00 30,406 27,343 100,587 373 Type II 24-hr 24 hr / 100 yr Rainfall=6.48"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 374HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 6P: South Wet Pond Inflow Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=7.548 ac Peak Elev=884.81' Storage=94,850 cf 41.07 cfs 374 Type II 24-hr 24 hr / 100 yr Rainfall=6.48"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 375HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: North Wet Pond Inflow Area = 2.067 ac, 51.41% Impervious, Inflow Depth > 3.16" for 24 hr / 100 yr event Inflow = 4.31 cfs @ 12.14 hrs, Volume= 0.544 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 6P : South Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 881.13' @ 20.00 hrs Surf.Area= 7,421 sf Storage= 23,684 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 877.00' 64,199 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.00 4,116 0 0 878.00 4,900 4,508 4,508 879.00 5,758 5,329 9,837 880.00 6,351 6,055 15,892 881.00 7,289 6,820 22,712 882.00 8,284 7,787 30,498 883.00 10,021 9,153 39,651 884.00 12,203 11,112 50,763 885.00 14,670 13,437 64,199 Device Routing Invert Outlet Devices #1 Primary 882.07' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 375 Type II 24-hr 24 hr / 100 yr Rainfall=6.48"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 376HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 7P: North Wet Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=2.067 ac Peak Elev=881.13' Storage=23,684 cf 4.31 cfs 0.00 cfs 376 Type II 24-hr 30 min / 100 yr Rainfall=2.42"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 377HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=44,996 sf 68.90% Impervious Runoff Depth>1.15"Subcatchment 1S: Prop. Basin #1 Flow Length=323' Tc=4.2 min CN=87 Runoff=2.39 cfs 0.099 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>0.50"Subcatchment 7S: Prop. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.54 cfs 0.043 af Runoff Area=238,747 sf 73.61% Impervious Runoff Depth>1.21"Subcatchment 8S: Prop. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=11.22 cfs 0.554 af Peak Elev=885.42' Storage=1,946 cf Inflow=2.39 cfs 0.099 afPond 2P: Dry Pond Outflow=0.19 cfs 0.098 af Peak Elev=884.62' Inflow=0.19 cfs 0.098 afPond 5P: Control Structure Outflow=0.19 cfs 0.098 af Peak Elev=880.65' Storage=24,099 cf Inflow=11.22 cfs 0.554 afPond 6P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=878.32' Storage=6,139 cf Inflow=0.73 cfs 0.141 afPond 7P: North Wet Pond Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 0.695 af Average Runoff Depth = 1.11" 32.47% Pervious = 2.451 ac 67.53% Impervious = 5.097 ac 377 Type II 24-hr 30 min / 100 yr Rainfall=2.42"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 378HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Prop. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.39 cfs @ 11.95 hrs, Volume= 0.099 af, Depth> 1.15" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 30 min / 100 yr Rainfall=2.42" Area (sf) CN Description 10,336 98 Paved parking, HSG A 269 96 Gravel surface, HSG A 20,664 98 Unconnected roofs, HSG A 13,727 61 >75% Grass cover, Good, HSG B 44,996 87 Weighted Average 13,996 31.10% Pervious Area 31,000 68.90% Impervious Area 20,664 66.66% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 323 1.28 Direct Entry, Basin #1 Pr. ToC Subcatchment 1S: Prop. Basin #1 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 2 1 0 Type II 24-hr 30 min / 100 yr Rainfall=2.42" Runoff Area=44,996 sf Runoff Volume=0.099 af Runoff Depth>1.15" Flow Length=323' Tc=4.2 min CN=87 2.39 cfs 378 Type II 24-hr 30 min / 100 yr Rainfall=2.42"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 379HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Prop. Basin #2 Runoff = 0.54 cfs @ 12.17 hrs, Volume= 0.043 af, Depth> 0.50" Routed to Pond 7P : North Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 30 min / 100 yr Rainfall=2.42" Area (sf) CN Description 3,770 98 Paved parking, HSG A 459 96 Gravel surface, HSG A 11,511 98 Unconnected roofs, HSG A 29,289 61 >75% Grass cover, Good, HSG B 45,029 74 Weighted Average 29,748 66.06% Pervious Area 15,281 33.94% Impervious Area 11,511 75.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.1 189 0.15 Direct Entry, Basin #2 Pr. ToC Subcatchment 7S: Prop. Basin #2 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 30 min / 100 yr Rainfall=2.42" Runoff Area=45,029 sf Runoff Volume=0.043 af Runoff Depth>0.50" Flow Length=189' Tc=21.1 min CN=74 0.54 cfs 379 Type II 24-hr 30 min / 100 yr Rainfall=2.42"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 380HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Prop. Basin #3 Runoff = 11.22 cfs @ 12.01 hrs, Volume= 0.554 af, Depth> 1.21" Routed to Pond 6P : South Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 30 min / 100 yr Rainfall=2.42" Area (sf) CN Description 131,316 98 Paved parking, HSG A 454 96 Gravel surface, HSG A 44,421 98 Unconnected roofs, HSG A 62,556 61 >75% Grass cover, Good, HSG B 238,747 88 Weighted Average 63,010 26.39% Pervious Area 175,737 73.61% Impervious Area 44,421 25.28% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 910 1.65 Direct Entry, Basin #3 Ex. ToC Subcatchment 8S: Prop. Basin #3 Runoff Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 30 min / 100 yr Rainfall=2.42" Runoff Area=238,747 sf Runoff Volume=0.554 af Runoff Depth>1.21" Flow Length=910' Tc=9.2 min CN=88 11.22 cfs 380 Type II 24-hr 30 min / 100 yr Rainfall=2.42"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 381HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [44] Hint: Outlet device #1 is below defined storage Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 1.15" for 30 min / 100 yr event Inflow = 2.39 cfs @ 11.95 hrs, Volume= 0.099 af Outflow = 0.19 cfs @ 12.51 hrs, Volume= 0.098 af, Atten= 92%, Lag= 33.5 min Primary = 0.19 cfs @ 12.51 hrs, Volume= 0.098 af Routed to Pond 5P : Control Structure Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 885.42' @ 12.51 hrs Surf.Area= 4,852 sf Storage= 1,946 cf Plug-Flow detention time= 102.4 min calculated for 0.098 af (100% of inflow) Center-of-Mass det. time= 100.4 min ( 885.3 - 784.9 ) Volume Invert Avail.Storage Storage Description #1 885.00' 11,154 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 885.00 4,343 0 0 886.00 5,546 4,945 4,945 887.00 6,873 6,210 11,154 Device Routing Invert Outlet Devices #1 Primary 884.66' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.19 cfs @ 12.51 hrs HW=885.42' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.19 cfs @ 3.85 fps) 381 Type II 24-hr 30 min / 100 yr Rainfall=2.42"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 382HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 109 8 7 6 5 Fl o w ( c f s ) 2 1 0 Inflow Area=1.033 ac Peak Elev=885.42' Storage=1,946 cf 2.39 cfs 0.19 cfs 382 Type II 24-hr 30 min / 100 yr Rainfall=2.42"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 383HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.62' (Flood elevation advised) Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 1.14" for 30 min / 100 yr event Inflow = 0.19 cfs @ 12.51 hrs, Volume= 0.098 af Outflow = 0.19 cfs @ 12.51 hrs, Volume= 0.098 af, Atten= 0%, Lag= 0.0 min Primary = 0.19 cfs @ 12.51 hrs, Volume= 0.098 af Routed to Pond 7P : North Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 884.62' @ 12.51 hrs Device Routing Invert Outlet Devices #1 Primary 884.41' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.19 cfs @ 12.51 hrs HW=884.62' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.19 cfs @ 1.56 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=1.033 ac Peak Elev=884.62' 0.19 cfs 0.19 cfs 383 Type II 24-hr 30 min / 100 yr Rainfall=2.42"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 384HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: South Wet Pond Inflow Area = 7.548 ac, 67.53% Impervious, Inflow Depth > 0.88" for 30 min / 100 yr event Inflow = 11.22 cfs @ 12.01 hrs, Volume= 0.554 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 880.65' @ 20.00 hrs Surf.Area= 8,825 sf Storage= 24,099 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 875.00' 100,587 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 875.00 2,000 0 0 876.00 2,201 2,101 2,101 877.00 2,731 2,466 4,567 878.00 4,369 3,550 8,117 879.00 4,930 4,650 12,766 880.00 7,244 6,087 18,853 881.00 9,665 8,455 27,308 882.00 12,448 11,057 38,364 883.00 16,517 14,483 52,847 884.00 24,279 20,398 73,245 885.00 30,406 27,343 100,587 384 Type II 24-hr 30 min / 100 yr Rainfall=2.42"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 385HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 6P: South Wet Pond Inflow Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 11 10 9 8 7 6 5 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.548 ac Peak Elev=880.65' Storage=24,099 cf 11.22 cfs 385 Type II 24-hr 30 min / 100 yr Rainfall=2.42"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 386HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: North Wet Pond Inflow Area = 2.067 ac, 51.41% Impervious, Inflow Depth > 0.82" for 30 min / 100 yr event Inflow = 0.73 cfs @ 12.17 hrs, Volume= 0.141 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 6P : South Wet Pond Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 878.32' @ 20.00 hrs Surf.Area= 5,178 sf Storage= 6,139 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 877.00' 64,199 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.00 4,116 0 0 878.00 4,900 4,508 4,508 879.00 5,758 5,329 9,837 880.00 6,351 6,055 15,892 881.00 7,289 6,820 22,712 882.00 8,284 7,787 30,498 883.00 10,021 9,153 39,651 884.00 12,203 11,112 50,763 885.00 14,670 13,437 64,199 Device Routing Invert Outlet Devices #1 Primary 882.07' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 386 Type II 24-hr 30 min / 100 yr Rainfall=2.42"Post-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 387HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 7P: North Wet Pond Inflow Primary Hydrograph Time (hours) 2019 18 17 16 15 14 13 12 1110 9 8 7 6 5 Fl o w ( c f s ) 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.067 ac Peak Elev=878.32' Storage=6,139 cf 0.73 cfs 0.00 cfs 387 Multi-Event TablesPost-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 388HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Events for Subcatchment 1S: Prop. Basin #1 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 1 hr / 100 yr 3.03 3.35 0.141 1.64 2 hr / 100 yr 3.74 4.50 0.192 2.24 3 hr / 100 yr 4.26 5.34 0.231 2.69 6 hr / 100 yr 5.10 6.70 0.295 3.43 12 hr / 100 yr 5.76 7.77 0.346 4.02 24 hr / 100 yr 6.48 8.93 0.402 4.67 30 min / 100 yr 2.42 2.39 0.099 1.15 388 Multi-Event TablesPost-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 389HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Events for Subcatchment 7S: Prop. Basin #2 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 1 hr / 100 yr 3.03 0.96 0.071 0.83 2 hr / 100 yr 3.74 1.52 0.110 1.27 3 hr / 100 yr 4.26 1.95 0.140 1.62 6 hr / 100 yr 5.10 2.70 0.192 2.23 12 hr / 100 yr 5.76 3.31 0.236 2.74 24 hr / 100 yr 6.48 3.99 0.285 3.31 30 min / 100 yr 2.42 0.54 0.043 0.50 389 Multi-Event TablesPost-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 390HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Events for Subcatchment 8S: Prop. Basin #3 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 1 hr / 100 yr 3.03 15.64 0.782 1.71 2 hr / 100 yr 3.74 20.86 1.059 2.32 3 hr / 100 yr 4.26 24.70 1.267 2.77 6 hr / 100 yr 5.10 30.91 1.609 3.52 12 hr / 100 yr 5.76 35.78 1.881 4.12 24 hr / 100 yr 6.48 41.07 2.178 4.77 30 min / 100 yr 2.42 11.22 0.554 1.21 390 Multi-Event TablesPost-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 391HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Events for Pond 2P: Dry Pond Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 1 hr / 100 yr 3.35 0.22 885.63 2,956 2 hr / 100 yr 4.50 0.25 885.87 4,253 3 hr / 100 yr 5.34 0.27 886.06 5,269 6 hr / 100 yr 6.70 0.30 886.35 6,995 12 hr / 100 yr 7.77 0.32 886.58 8,410 24 hr / 100 yr 8.93 0.34 886.83 10,006 30 min / 100 yr 2.39 0.19 885.42 1,946 391 Multi-Event TablesPost-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 392HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Events for Pond 5P: Control Structure Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (acre-feet) 1 hr / 100 yr 0.22 0.22 884.64 0.000 2 hr / 100 yr 0.25 0.25 884.65 0.000 3 hr / 100 yr 0.27 0.27 884.66 0.000 6 hr / 100 yr 0.30 0.30 884.68 0.000 12 hr / 100 yr 0.32 0.32 884.69 0.000 24 hr / 100 yr 0.34 0.34 884.70 0.000 30 min / 100 yr 0.19 0.19 884.62 0.000 392 Multi-Event TablesPost-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 393HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Events for Pond 6P: South Wet Pond Event Inflow (cfs) Elevation (feet) Storage (cubic-feet) 1 hr / 100 yr 15.64 881.64 34,036 2 hr / 100 yr 20.86 882.57 46,103 3 hr / 100 yr 24.70 883.14 55,162 6 hr / 100 yr 30.91 883.87 70,055 12 hr / 100 yr 35.78 884.34 81,877 24 hr / 100 yr 41.07 884.81 94,850 30 min / 100 yr 11.22 880.65 24,099 393 Multi-Event TablesPost-Dev(11-15-24) Printed 11/18/2024Prepared by Badger Engineering Page 394HydroCAD® 10.20-5c s/n 02962 © 2023 HydroCAD Software Solutions LLC Events for Pond 7P: North Wet Pond Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 1 hr / 100 yr 1.17 0.00 878.85 8,973 2 hr / 100 yr 1.76 0.00 879.36 11,942 3 hr / 100 yr 2.21 0.00 879.72 14,153 6 hr / 100 yr 2.98 0.00 880.29 17,757 12 hr / 100 yr 3.61 0.00 880.70 20,595 24 hr / 100 yr 4.31 0.00 881.13 23,684 30 min / 100 yr 0.73 0.00 878.32 6,139 394 Property Information 395 Soils Report 396 United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Hamilton County, Indiana 4400 W 96th St Natural Resources Conservation Service August 27, 2024397 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2398 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3399 Contents Preface.................................................................................................................... 2 How Soil Surveys Are Made.................................................................................. 5 Soil Map.................................................................................................................. 8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................ 11 Map Unit Descriptions.........................................................................................11 Hamilton County, Indiana................................................................................ 13 UcfA—Urban land-Crosby silt loam complex, fine-loamy subsoil, 0 to 2 percent slopes.......................................................................................13 UmyA—Urban land-Treaty complex, 0 to 1 percent slopes........................ 14 References............................................................................................................ 16 4400 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5401 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6402 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7403 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8404 9 Custom Soil Resource Report Soil Map 44 1 9 8 1 0 44 1 9 8 4 0 44 1 9 8 7 0 44 1 9 9 0 0 44 1 9 9 3 0 44 1 9 9 6 0 44 1 9 9 9 0 44 2 0 0 2 0 44 2 0 0 5 0 44 2 0 0 8 0 44 1 9 8 1 0 44 1 9 8 4 0 44 1 9 8 7 0 44 1 9 9 0 0 44 1 9 9 3 0 44 1 9 9 6 0 44 1 9 9 9 0 44 2 0 0 2 0 44 2 0 0 5 0 44 2 0 0 8 0 565180 565210 565240 565270 565300 565330 565360 565180 565210 565240 565270 565300 565330 565360 565390 39° 55' 42'' N 86 ° 1 4 ' 1 4 ' ' W 39° 55' 42'' N 86 ° 1 4 ' 5 ' ' W 39° 55' 33'' N 86 ° 1 4' 1 4 ' ' W 39° 55' 33'' N 86 ° 1 4 ' 5 '' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,370 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. 405 MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 24, Sep 1, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 15, 2022—Jun 21, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10406 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI UcfA Urban land-Crosby silt loam complex, fine-loamy subsoil, 0 to 2 percent slopes 5.6 58.8% UmyA Urban land-Treaty complex, 0 to 1 percent slopes 3.9 41.2% Totals for Area of Interest 9.6 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the Custom Soil Resource Report 11407 development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12408 Hamilton County, Indiana UcfA—Urban land-Crosby silt loam complex, fine-loamy subsoil, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2y47p Elevation: 600 to 1,260 feet Mean annual precipitation: 36 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Not prime farmland Map Unit Composition Urban land: 60 percent Crosby and similar soils: 35 percent Minor components: 5 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Crosby Setting Landform: Recessionial moraines, ground moraines, water-lain moraines Landform position (two-dimensional): Summit, backslope, footslope Landform position (three-dimensional): Interfluve, rise Down-slope shape: Convex Across-slope shape: Linear Parent material: Silty material or loess over loamy till Typical profile Ap - 0 to 8 inches: silt loam BE - 8 to 11 inches: silt loam Bt - 11 to 14 inches: silt loam 2Bt - 14 to 28 inches: silty clay 2BCt - 28 to 36 inches: loam 2Cd - 36 to 79 inches: loam Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: 24 to 40 inches to densic material Drainage class: Somewhat poorly drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Low to moderately high (0.01 to 0.20 in/hr) Depth to water table: About 6 to 24 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 50 percent Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 5.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C/D Custom Soil Resource Report 13409 Ecological site: F111XA008IN - Wet Till Ridge Hydric soil rating: No Minor Components Treaty, drained Percent of map unit: 5 percent Landform: Swales, water-lain moraines, depressions Landform position (two-dimensional): Toeslope, footslope Landform position (three-dimensional): Base slope, dip Down-slope shape: Linear Across-slope shape: Concave Ecological site: F111XA007IN - Till Depression Flatwood Hydric soil rating: Yes UmyA—Urban land-Treaty complex, 0 to 1 percent slopes Map Unit Setting National map unit symbol: 2y473 Elevation: 600 to 1,000 feet Mean annual precipitation: 36 to 44 inches Mean annual air temperature: 49 to 54 degrees F Frost-free period: 150 to 180 days Farmland classification: Not prime farmland Map Unit Composition Urban land: 60 percent Treaty, drained, and similar soils: 40 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Urban Land Setting Landform: Till plains Interpretive groups Land capability classification (irrigated): None specified Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: Unranked Description of Treaty, Drained Setting Landform: Swales on till plains, flats on till plains, depressions on till plains Landform position (two-dimensional): Toeslope Down-slope shape: Concave Across-slope shape: Linear Parent material: Loess over loamy till Typical profile Ap - 0 to 14 inches: silty clay loam Custom Soil Resource Report 14410 Bt - 14 to 36 inches: silty clay loam 2Bt - 36 to 59 inches: loam 2C - 59 to 70 inches: loam Properties and qualities Slope: 0 to 1 percent Depth to restrictive feature: More than 80 inches Drainage class: Poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to 0.60 in/hr) Depth to water table: About 0 to 6 inches Frequency of flooding: None Frequency of ponding: Frequent Calcium carbonate, maximum content: 40 percent Available water supply, 0 to 60 inches: High (about 10.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Ecological site: F111XA007IN - Till Depression Flatwood Other vegetative classification: Mixed/Transitional (Mixed Native Vegetation) Hydric soil rating: Yes Custom Soil Resource Report 15411 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 16412 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 17413