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HomeMy WebLinkAboutDrainage Report 09-05-24 Technical 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 5, 2024 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 This drainage submittal is for 3rd Shot Pickleball and a 14 space expansion to an existing parking lot. Future spaces will mirror the existing parking spaces. 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. 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. 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 projects 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 trash 5 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. 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. 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 Huff Type curve based upon the Quartile 1 through 3 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 0cft 0.00 cfs 1-Hour 876.00 ft 0cft 0.00 cfs 2-Hour 876.00 ft 0cft 0.00 cfs 3-Hour 876.00 ft 0cft 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 0cft 0.00 cfs 1-Hour 876.00 ft 0 cft 0.00 cfs 2-Hour 876.00 ft 0cft 0.00 cfs 3-Hour 876.00 ft 0cft 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 0cft 0.00 cfs 1-Hour 876.00 ft 0 cft 0.00 cfs 2-Hour 876.00 ft 0cft 0.00 cfs 3-Hour 876.00 ft 0cft 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 0cft 0.00 cfs 1-Hour 876.00 ft 0 cft 0.00 cfs 2-Hour 876.00 ft 0cft 0.00 cfs 3-Hour 876.00 ft 0cft 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 APPENDIX Rainfall Frequency Data 11 Existing Basin Runoff 12 13 14 15 1S Ex. Basin #1 7S Ex. Basin #2 8S Ex. Basin #3 2P Dry Pond 3P North Wet Pond 4P South Wet Pond 5PCB Control Structure Routing Diagram for Pre-Dev(09-05-24) Prepared by Badger Engineering, Printed 9/5/2024 HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link 16 Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 17HydroCAD® 10.20-5b 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 Indy Huff 1st Quartile Scale 1.00 1 2.03 2 2 2 hr / 10 yr Indy Huff 1st Quartile Scale 2.00 1 2.22 2 3 3 hr / 10 yr Indy Huff 1st Quartile Scale 3.00 1 2.52 2 4 6 hr / 10 yr Indy Huff 1st Quartile Scale 6.00 1 3.00 2 5 12 hr / 10 yr Indy Huff 2nd Quartile Scale 12.00 1 3.48 2 6 24 hr / 10 yr Indy Huff 3rd Quartile Scale 24.00 1 3.84 2 7 30 min / 10 yr Indy Huff 1st Quartile Scale 0.50 1 1.63 2 17 Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 18HydroCAD® 10.20-5b 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 18 Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 19HydroCAD® 10.20-5b 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 19 Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 20HydroCAD® 10.20-5b 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 20 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 10 yr Rainfall=2.03"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 21HydroCAD® 10.20-5b 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=0.00"Subcatchment 1S: Ex. Basin #1 Flow Length=323' Tc=4.1 min CN=85 Runoff=0.00 cfs 0.000 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth=0.00"Subcatchment 7S: Ex. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.00 cfs 0.000 af Runoff Area=238,747 sf 72.91% Impervious Runoff Depth=0.00"Subcatchment 8S: Ex. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=0.00 cfs 0.000 af Peak Elev=885.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 2P: Dry Pond Outflow=0.00 cfs 0.000 af Peak Elev=877.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=876.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.41' Inflow=0.00 cfs 0.000 afPond 5P: Control Structure Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 0.000 af Average Runoff Depth = 0.00" 33.84% Pervious = 2.554 ac 66.16% Impervious = 4.993 ac 21 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 10 yr Rainfall=2.03"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 22HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Ex. Basin #1 [49] Hint: Tc<2dt may require smaller dt [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 1.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 10 yr Rainfall=2.03" Runoff Area=44,996 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=323' Tc=4.1 min CN=85 0.00 cfs 22 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 10 yr Rainfall=2.03"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 23HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Ex. Basin #2 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 1.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 10 yr Rainfall=2.03" Runoff Area=45,029 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=189' Tc=21.1 min CN=74 0.00 cfs 23 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 10 yr Rainfall=2.03"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 24HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Ex. Basin #3 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 1.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 10 yr Rainfall=2.03" Runoff Area=238,747 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=910' Tc=9.2 min CN=88 0.00 cfs 24 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 10 yr Rainfall=2.03"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 25HydroCAD® 10.20-5b 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 = 0.00" for 1 hr / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 885.00' @ 5.00 hrs Surf.Area= 4,343 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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=0.00 cfs @ 5.00 hrs HW=885.00' (Free Discharge) 1=Orifice/Grate (Passes 0.00 cfs of 0.11 cfs potential flow) 25 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 10 yr Rainfall=2.03"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 26HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond InflowPrimary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=885.00' Storage=0 cf 0.00 cfs0.00 cfs 26 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 10 yr Rainfall=2.03"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 27HydroCAD® 10.20-5b 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 = 0.00" for 1 hr / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, 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= 877.00' @ 5.00 hrs Surf.Area= 4,116 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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 881.80'12.0" 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) 27 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 10 yr Rainfall=2.03"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 28HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond InflowPrimary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=2.067 ac Peak Elev=877.00' Storage=0 cf 0.00 cfs0.00 cfs 28 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 10 yr Rainfall=2.03"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 29HydroCAD® 10.20-5b 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 = 0.00" for 1 hr / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 876.00' @ 5.00 hrs Surf.Area= 2,201 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 876.00' 98,487 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 876.00 2,201 0 0 877.00 2,731 2,466 2,466 878.00 4,369 3,550 6,016 879.00 4,930 4,650 10,666 880.00 7,244 6,087 16,753 881.00 9,665 8,455 25,207 882.00 12,448 11,057 36,264 883.00 16,517 14,483 50,746 884.00 24,279 20,398 71,144 885.00 30,406 27,343 98,487 Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=7.548 ac Peak Elev=876.00' Storage=0 cf 0.00 cfs 29 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 10 yr Rainfall=2.03"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 30HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.41' (Flood elevation advised) Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth = 0.00" for 1 hr / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 884.41' @ 5.00 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=0.00 cfs @ 5.00 hrs HW=884.41' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=884.41' 0.00 cfs0.00 cfs 30 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 10 yr Rainfall=2.22"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 31HydroCAD® 10.20-5b 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=0.00"Subcatchment 1S: Ex. Basin #1 Flow Length=323' Tc=4.1 min CN=85 Runoff=0.00 cfs 0.000 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth=0.00"Subcatchment 7S: Ex. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.00 cfs 0.000 af Runoff Area=238,747 sf 72.91% Impervious Runoff Depth=0.00"Subcatchment 8S: Ex. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=0.00 cfs 0.000 af Peak Elev=885.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 2P: Dry Pond Outflow=0.00 cfs 0.000 af Peak Elev=877.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=876.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.41' Inflow=0.00 cfs 0.000 afPond 5P: Control Structure Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 0.000 af Average Runoff Depth = 0.00" 33.84% Pervious = 2.554 ac 66.16% Impervious = 4.993 ac 31 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 10 yr Rainfall=2.22"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 32HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Ex. Basin #1 [49] Hint: Tc<2dt may require smaller dt [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 2.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 10 yr Rainfall=2.22" Runoff Area=44,996 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=323' Tc=4.1 min CN=85 0.00 cfs 32 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 10 yr Rainfall=2.22"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 33HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Ex. Basin #2 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 2.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 10 yr Rainfall=2.22" Runoff Area=45,029 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=189' Tc=21.1 min CN=74 0.00 cfs 33 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 10 yr Rainfall=2.22"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 34HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Ex. Basin #3 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 2.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 10 yr Rainfall=2.22" Runoff Area=238,747 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=910' Tc=9.2 min CN=88 0.00 cfs 34 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 10 yr Rainfall=2.22"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 35HydroCAD® 10.20-5b 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 = 0.00" for 2 hr / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 885.00' @ 5.00 hrs Surf.Area= 4,343 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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=0.00 cfs @ 5.00 hrs HW=885.00' (Free Discharge) 1=Orifice/Grate (Passes 0.00 cfs of 0.11 cfs potential flow) 35 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 10 yr Rainfall=2.22"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 36HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=885.00' Storage=0 cf 0.00 cfs0.00 cfs 36 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 10 yr Rainfall=2.22"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 37HydroCAD® 10.20-5b 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 = 0.00" for 2 hr / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, 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= 877.00' @ 5.00 hrs Surf.Area= 4,116 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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 881.80'12.0" 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) 37 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 10 yr Rainfall=2.22"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 38HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=2.067 ac Peak Elev=877.00' Storage=0 cf 0.00 cfs0.00 cfs 38 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 10 yr Rainfall=2.22"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 39HydroCAD® 10.20-5b 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 = 0.00" for 2 hr / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 876.00' @ 5.00 hrs Surf.Area= 2,201 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 876.00' 98,487 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 876.00 2,201 0 0 877.00 2,731 2,466 2,466 878.00 4,369 3,550 6,016 879.00 4,930 4,650 10,666 880.00 7,244 6,087 16,753 881.00 9,665 8,455 25,207 882.00 12,448 11,057 36,264 883.00 16,517 14,483 50,746 884.00 24,279 20,398 71,144 885.00 30,406 27,343 98,487 Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=7.548 ac Peak Elev=876.00' Storage=0 cf 0.00 cfs 39 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 10 yr Rainfall=2.22"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 40HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.41' (Flood elevation advised) Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth = 0.00" for 2 hr / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 884.41' @ 5.00 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=0.00 cfs @ 5.00 hrs HW=884.41' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=884.41' 0.00 cfs0.00 cfs 40 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 10 yr Rainfall=2.52"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 41HydroCAD® 10.20-5b 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=0.00"Subcatchment 1S: Ex. Basin #1 Flow Length=323' Tc=4.1 min CN=85 Runoff=0.00 cfs 0.000 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth=0.00"Subcatchment 7S: Ex. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.00 cfs 0.000 af Runoff Area=238,747 sf 72.91% Impervious Runoff Depth=0.00"Subcatchment 8S: Ex. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=0.00 cfs 0.000 af Peak Elev=885.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 2P: Dry Pond Outflow=0.00 cfs 0.000 af Peak Elev=877.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=876.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.41' Inflow=0.00 cfs 0.000 afPond 5P: Control Structure Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 0.000 af Average Runoff Depth = 0.00" 33.84% Pervious = 2.554 ac 66.16% Impervious = 4.993 ac 41 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 10 yr Rainfall=2.52"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 42HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Ex. Basin #1 [49] Hint: Tc<2dt may require smaller dt [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 3.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 10 yr Rainfall=2.52" Runoff Area=44,996 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=323' Tc=4.1 min CN=85 0.00 cfs 42 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 10 yr Rainfall=2.52"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 43HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Ex. Basin #2 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 3.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 10 yr Rainfall=2.52" Runoff Area=45,029 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=189' Tc=21.1 min CN=74 0.00 cfs 43 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 10 yr Rainfall=2.52"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 44HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Ex. Basin #3 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 3.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 10 yr Rainfall=2.52" Runoff Area=238,747 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=910' Tc=9.2 min CN=88 0.00 cfs 44 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 10 yr Rainfall=2.52"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 45HydroCAD® 10.20-5b 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 = 0.00" for 3 hr / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 885.00' @ 5.00 hrs Surf.Area= 4,343 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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=0.00 cfs @ 5.00 hrs HW=885.00' (Free Discharge) 1=Orifice/Grate (Passes 0.00 cfs of 0.11 cfs potential flow) 45 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 10 yr Rainfall=2.52"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 46HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=885.00' Storage=0 cf 0.00 cfs0.00 cfs 46 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 10 yr Rainfall=2.52"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 47HydroCAD® 10.20-5b 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 = 0.00" for 3 hr / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, 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= 877.00' @ 5.00 hrs Surf.Area= 4,116 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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 881.80'12.0" 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) 47 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 10 yr Rainfall=2.52"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 48HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=2.067 ac Peak Elev=877.00' Storage=0 cf 0.00 cfs0.00 cfs 48 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 10 yr Rainfall=2.52"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 49HydroCAD® 10.20-5b 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 = 0.00" for 3 hr / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 876.00' @ 5.00 hrs Surf.Area= 2,201 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 876.00' 98,487 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 876.00 2,201 0 0 877.00 2,731 2,466 2,466 878.00 4,369 3,550 6,016 879.00 4,930 4,650 10,666 880.00 7,244 6,087 16,753 881.00 9,665 8,455 25,207 882.00 12,448 11,057 36,264 883.00 16,517 14,483 50,746 884.00 24,279 20,398 71,144 885.00 30,406 27,343 98,487 Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=7.548 ac Peak Elev=876.00' Storage=0 cf 0.00 cfs 49 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 10 yr Rainfall=2.52"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 50HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.41' (Flood elevation advised) Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth = 0.00" for 3 hr / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 884.41' @ 5.00 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=0.00 cfs @ 5.00 hrs HW=884.41' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=884.41' 0.00 cfs0.00 cfs 50 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 10 yr Rainfall=3.00"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 51HydroCAD® 10.20-5b 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>0.25"Subcatchment 1S: Ex. Basin #1 Flow Length=323' Tc=4.1 min CN=85 Runoff=0.28 cfs 0.022 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>0.24"Subcatchment 7S: Ex. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.20 cfs 0.021 af Runoff Area=238,747 sf 72.91% Impervious Runoff Depth>0.29"Subcatchment 8S: Ex. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=1.60 cfs 0.133 af Peak Elev=885.11' Storage=468 cf Inflow=0.28 cfs 0.022 afPond 2P: Dry Pond Outflow=0.13 cfs 0.022 af Peak Elev=877.43' Storage=1,843 cf Inflow=0.32 cfs 0.042 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=877.95' Storage=5,793 cf Inflow=1.60 cfs 0.133 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.59' Inflow=0.13 cfs 0.022 afPond 5P: Control Structure Outflow=0.13 cfs 0.022 af Total Runoff Area = 7.548 ac Runoff Volume = 0.175 af Average Runoff Depth = 0.28" 33.84% Pervious = 2.554 ac 66.16% Impervious = 4.993 ac 51 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 10 yr Rainfall=3.00"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 52HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Ex. Basin #1 [49] Hint: Tc<2dt may require smaller dt [73] Warning: Peak may fall outside time span Runoff = 0.28 cfs @ 5.00 hrs, Volume= 0.022 af, Depth> 0.25" 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 Indy Huff 1st Quartile scaled to 6.00 hrs 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) 201918171615141312111098765Flow (cfs)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 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 10 yr Rainfall=3.00" Runoff Area=44,996 sf Runoff Volume=0.022 af Runoff Depth>0.25" Flow Length=323' Tc=4.1 min CN=85 0.28 cfs 52 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 10 yr Rainfall=3.00"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 53HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Ex. Basin #2 [73] Warning: Peak may fall outside time span Runoff = 0.20 cfs @ 5.05 hrs, Volume= 0.021 af, Depth> 0.24" 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 Indy Huff 1st Quartile scaled to 6.00 hrs 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) 201918171615141312111098765Flow (cfs)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 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 10 yr Rainfall=3.00" Runoff Area=45,029 sf Runoff Volume=0.021 af Runoff Depth>0.24" Flow Length=189' Tc=21.1 min CN=74 0.20 cfs 53 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 10 yr Rainfall=3.00"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 54HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Ex. Basin #3 [73] Warning: Peak may fall outside time span Runoff = 1.60 cfs @ 5.00 hrs, Volume= 0.133 af, Depth> 0.29" 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 Indy Huff 1st Quartile scaled to 6.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 10 yr Rainfall=3.00" Runoff Area=238,747 sf Runoff Volume=0.133 af Runoff Depth>0.29" Flow Length=910' Tc=9.2 min CN=88 1.60 cfs 54 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 10 yr Rainfall=3.00"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 55HydroCAD® 10.20-5b 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, 62.58% Impervious, Inflow Depth > 0.25" for 6 hr / 10 yr event Inflow = 0.28 cfs @ 5.00 hrs, Volume= 0.022 af Outflow = 0.13 cfs @ 6.05 hrs, Volume= 0.022 af, Atten= 52%, Lag= 63.0 min Primary = 0.13 cfs @ 6.05 hrs, Volume= 0.022 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= 885.11' @ 6.05 hrs Surf.Area= 4,471 sf Storage= 468 cf Plug-Flow detention time= 38.4 min calculated for 0.021 af (98% of inflow) Center-of-Mass det. time= 35.5 min ( 365.5 - 330.0 ) 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=0.13 cfs @ 6.05 hrs HW=885.11' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.13 cfs @ 2.73 fps) 55 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 10 yr Rainfall=3.00"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 56HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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=885.11' Storage=468 cf 0.28 cfs 0.13 cfs 56 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 10 yr Rainfall=3.00"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 57HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond [82] Warning: Early inflow requires earlier time span Inflow Area = 2.067 ac, 48.25% Impervious, Inflow Depth > 0.25" for 6 hr / 10 yr event Inflow = 0.32 cfs @ 5.15 hrs, Volume= 0.042 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= 877.43' @ 12.45 hrs Surf.Area= 4,453 sf Storage= 1,843 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 881.80'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.01' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 57 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 10 yr Rainfall=3.00"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 58HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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=2.067 ac Peak Elev=877.43' Storage=1,843 cf 0.32 cfs 0.00 cfs 58 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 10 yr Rainfall=3.00"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 59HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: South Wet Pond [82] Warning: Early inflow requires earlier time span Inflow Area = 7.548 ac, 66.16% Impervious, Inflow Depth > 0.21" for 6 hr / 10 yr event Inflow = 1.60 cfs @ 5.00 hrs, Volume= 0.133 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= 877.95' @ 6.55 hrs Surf.Area= 4,285 sf Storage= 5,793 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 #1 876.00' 98,487 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 876.00 2,201 0 0 877.00 2,731 2,466 2,466 878.00 4,369 3,550 6,016 879.00 4,930 4,650 10,666 880.00 7,244 6,087 16,753 881.00 9,665 8,455 25,207 882.00 12,448 11,057 36,264 883.00 16,517 14,483 50,746 884.00 24,279 20,398 71,144 885.00 30,406 27,343 98,487 59 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 10 yr Rainfall=3.00"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 60HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=7.548 ac Peak Elev=877.95' Storage=5,793 cf 1.60 cfs 60 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 10 yr Rainfall=3.00"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 61HydroCAD® 10.20-5b 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 884.59' (Flood elevation advised) Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 0.25" for 6 hr / 10 yr event Inflow = 0.13 cfs @ 6.05 hrs, Volume= 0.022 af Outflow = 0.13 cfs @ 6.05 hrs, Volume= 0.022 af, Atten= 0%, Lag= 0.0 min Primary = 0.13 cfs @ 6.05 hrs, Volume= 0.022 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' @ 6.05 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=0.13 cfs @ 6.05 hrs HW=884.59' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.13 cfs @ 1.43 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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' 0.13 cfs0.13 cfs 61 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 10 yr Rainfall=3.48"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 62HydroCAD® 10.20-5b 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>1.46"Subcatchment 1S: Ex. Basin #1 Flow Length=323' Tc=4.1 min CN=85 Runoff=0.35 cfs 0.126 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>1.08"Subcatchment 7S: Ex. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.23 cfs 0.093 af Runoff Area=238,747 sf 72.91% Impervious Runoff Depth>1.60"Subcatchment 8S: Ex. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=2.07 cfs 0.731 af Peak Elev=885.34' Storage=1,538 cf Inflow=0.35 cfs 0.126 afPond 2P: Dry Pond Outflow=0.18 cfs 0.126 af Peak Elev=878.94' Storage=9,519 cf Inflow=0.38 cfs 0.219 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=881.63' Storage=31,835 cf Inflow=2.07 cfs 0.731 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.61' Inflow=0.18 cfs 0.126 afPond 5P: Control Structure Outflow=0.18 cfs 0.126 af Total Runoff Area = 7.548 ac Runoff Volume = 0.949 af Average Runoff Depth = 1.51" 33.84% Pervious = 2.554 ac 66.16% Impervious = 4.993 ac 62 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 10 yr Rainfall=3.48"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 63HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Ex. Basin #1 [49] Hint: Tc<2dt may require smaller dt [73] Warning: Peak may fall outside time span Runoff = 0.35 cfs @ 5.52 hrs, Volume= 0.126 af, Depth> 1.46" 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 Indy Huff 2nd Quartile scaled to 12.00 hrs 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) 201918171615141312111098765Flow (cfs)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 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 10 yr Rainfall=3.48" Runoff Area=44,996 sf Runoff Volume=0.126 af Runoff Depth>1.46" Flow Length=323' Tc=4.1 min CN=85 0.35 cfs 63 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 10 yr Rainfall=3.48"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 64HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Ex. Basin #2 Runoff = 0.23 cfs @ 6.23 hrs, Volume= 0.093 af, Depth> 1.08" 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 Indy Huff 2nd Quartile scaled to 12.00 hrs 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) 201918171615141312111098765Flow (cfs)0.25 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 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 10 yr Rainfall=3.48" Runoff Area=45,029 sf Runoff Volume=0.093 af Runoff Depth>1.08" Flow Length=189' Tc=21.1 min CN=74 0.23 cfs 64 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 10 yr Rainfall=3.48"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 65HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Ex. Basin #3 [73] Warning: Peak may fall outside time span Runoff = 2.07 cfs @ 5.21 hrs, Volume= 0.731 af, Depth> 1.60" 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 Indy Huff 2nd Quartile scaled to 12.00 hrs 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) 201918171615141312111098765Flow (cfs)2 1 0 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 10 yr Rainfall=3.48" Runoff Area=238,747 sf Runoff Volume=0.731 af Runoff Depth>1.60" Flow Length=910' Tc=9.2 min CN=88 2.07 cfs 65 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 10 yr Rainfall=3.48"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 66HydroCAD® 10.20-5b 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, 62.58% Impervious, Inflow Depth > 1.46" for 12 hr / 10 yr event Inflow = 0.35 cfs @ 5.52 hrs, Volume= 0.126 af Outflow = 0.18 cfs @ 9.77 hrs, Volume= 0.126 af, Atten= 50%, Lag= 254.6 min Primary = 0.18 cfs @ 9.77 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= 885.34' @ 9.77 hrs Surf.Area= 4,750 sf Storage= 1,538 cf Plug-Flow detention time= 118.0 min calculated for 0.125 af (99% of inflow) Center-of-Mass det. time= 114.8 min ( 583.8 - 469.1 ) 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=0.18 cfs @ 9.77 hrs HW=885.34' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.18 cfs @ 3.58 fps) 66 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 10 yr Rainfall=3.48"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 67HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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 Inflow Area=1.033 ac Peak Elev=885.34' Storage=1,538 cf 0.35 cfs 0.18 cfs 67 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 10 yr Rainfall=3.48"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 68HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond [82] Warning: Early inflow requires earlier time span Inflow Area = 2.067 ac, 48.25% Impervious, Inflow Depth > 1.27" for 12 hr / 10 yr event Inflow = 0.38 cfs @ 6.35 hrs, Volume= 0.219 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= 878.94' @ 19.75 hrs Surf.Area= 5,710 sf Storage= 9,519 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 881.80'12.0" 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 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 10 yr Rainfall=3.48"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 69HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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 Inflow Area=2.067 ac Peak Elev=878.94' Storage=9,519 cf 0.38 cfs 0.00 cfs 69 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 10 yr Rainfall=3.48"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 70HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: South Wet Pond [82] Warning: Early inflow requires earlier time span Inflow Area = 7.548 ac, 66.16% Impervious, Inflow Depth > 1.16" for 12 hr / 10 yr event Inflow = 2.07 cfs @ 5.21 hrs, Volume= 0.731 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= 881.63' @ 12.55 hrs Surf.Area= 11,415 sf Storage= 31,835 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 #1 876.00' 98,487 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 876.00 2,201 0 0 877.00 2,731 2,466 2,466 878.00 4,369 3,550 6,016 879.00 4,930 4,650 10,666 880.00 7,244 6,087 16,753 881.00 9,665 8,455 25,207 882.00 12,448 11,057 36,264 883.00 16,517 14,483 50,746 884.00 24,279 20,398 71,144 885.00 30,406 27,343 98,487 70 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 10 yr Rainfall=3.48"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 71HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)2 1 0 Inflow Area=7.548 ac Peak Elev=881.63' Storage=31,835 cf 2.07 cfs 71 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 10 yr Rainfall=3.48"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 72HydroCAD® 10.20-5b 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 884.61' (Flood elevation advised) Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 1.46" for 12 hr / 10 yr event Inflow = 0.18 cfs @ 9.77 hrs, Volume= 0.126 af Outflow = 0.18 cfs @ 9.77 hrs, Volume= 0.126 af, Atten= 0%, Lag= 0.0 min Primary = 0.18 cfs @ 9.77 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= 884.61' @ 9.77 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 @ 9.77 hrs HW=884.61' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.18 cfs @ 1.54 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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' 0.18 cfs0.18 cfs 72 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 10 yr Rainfall=3.84"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 73HydroCAD® 10.20-5b 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>1.93"Subcatchment 1S: Ex. Basin #1 Flow Length=323' Tc=4.1 min CN=85 Runoff=0.27 cfs 0.166 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>1.15"Subcatchment 7S: Ex. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.20 cfs 0.099 af Runoff Area=238,747 sf 72.91% Impervious Runoff Depth>2.17"Subcatchment 8S: Ex. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=1.55 cfs 0.990 af Peak Elev=885.40' Storage=1,852 cf Inflow=0.27 cfs 0.166 afPond 2P: Dry Pond Outflow=0.19 cfs 0.127 af Peak Elev=878.99' Storage=9,793 cf Inflow=0.38 cfs 0.225 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=882.50' Storage=43,032 cf Inflow=1.55 cfs 0.990 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.62' Inflow=0.19 cfs 0.127 afPond 5P: Control Structure Outflow=0.19 cfs 0.127 af Total Runoff Area = 7.548 ac Runoff Volume = 1.255 af Average Runoff Depth = 1.99" 33.84% Pervious = 2.554 ac 66.16% Impervious = 4.993 ac 73 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 10 yr Rainfall=3.84"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 74HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Ex. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.27 cfs @ 16.81 hrs, Volume= 0.166 af, Depth> 1.93" 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 Indy Huff 3rd Quartile scaled to 24.00 hrs 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) 201918171615141312111098765Flow (cfs)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 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 10 yr Rainfall=3.84" Runoff Area=44,996 sf Runoff Volume=0.166 af Runoff Depth>1.93" Flow Length=323' Tc=4.1 min CN=85 0.27 cfs 74 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 10 yr Rainfall=3.84"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 75HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Ex. Basin #2 Runoff = 0.20 cfs @ 17.06 hrs, Volume= 0.099 af, Depth> 1.15" 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 Indy Huff 3rd Quartile scaled to 24.00 hrs 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) 201918171615141312111098765Flow (cfs)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 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 10 yr Rainfall=3.84" Runoff Area=45,029 sf Runoff Volume=0.099 af Runoff Depth>1.15" Flow Length=189' Tc=21.1 min CN=74 0.20 cfs 75 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 10 yr Rainfall=3.84"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 76HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Ex. Basin #3 Runoff = 1.55 cfs @ 16.84 hrs, Volume= 0.990 af, Depth> 2.17" 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 Indy Huff 3rd Quartile scaled to 24.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 10 yr Rainfall=3.84" Runoff Area=238,747 sf Runoff Volume=0.990 af Runoff Depth>2.17" Flow Length=910' Tc=9.2 min CN=88 1.55 cfs 76 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 10 yr Rainfall=3.84"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 77HydroCAD® 10.20-5b 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 > 1.93" for 24 hr / 10 yr event Inflow = 0.27 cfs @ 16.81 hrs, Volume= 0.166 af Outflow = 0.19 cfs @ 18.70 hrs, Volume= 0.127 af, Atten= 32%, Lag= 112.9 min Primary = 0.19 cfs @ 18.70 hrs, Volume= 0.127 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' @ 18.70 hrs Surf.Area= 4,829 sf Storage= 1,852 cf Plug-Flow detention time= 72.0 min calculated for 0.126 af (76% of inflow) Center-of-Mass det. time= 7.7 min ( 917.0 - 909.3 ) 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 @ 18.70 hrs HW=885.40' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.19 cfs @ 3.79 fps) 77 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 10 yr Rainfall=3.84"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 78HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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=885.40' Storage=1,852 cf 0.27 cfs 0.19 cfs 78 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 10 yr Rainfall=3.84"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 79HydroCAD® 10.20-5b 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 > 1.31" for 24 hr / 10 yr event Inflow = 0.38 cfs @ 17.15 hrs, Volume= 0.225 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= 878.99' @ 20.00 hrs Surf.Area= 5,751 sf Storage= 9,793 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 881.80'12.0" 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 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 10 yr Rainfall=3.84"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 80HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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 Inflow Area=2.067 ac Peak Elev=878.99' Storage=9,793 cf 0.38 cfs 0.00 cfs 80 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 10 yr Rainfall=3.84"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 81HydroCAD® 10.20-5b 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 3.51' @ 19.95 hrs Inflow Area = 7.548 ac, 66.16% Impervious, Inflow Depth > 1.57" for 24 hr / 10 yr event Inflow = 1.55 cfs @ 16.84 hrs, Volume= 0.990 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= 882.50' @ 20.00 hrs Surf.Area= 14,493 sf Storage= 43,032 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 #1 876.00' 98,487 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 876.00 2,201 0 0 877.00 2,731 2,466 2,466 878.00 4,369 3,550 6,016 879.00 4,930 4,650 10,666 880.00 7,244 6,087 16,753 881.00 9,665 8,455 25,207 882.00 12,448 11,057 36,264 883.00 16,517 14,483 50,746 884.00 24,279 20,398 71,144 885.00 30,406 27,343 98,487 81 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 10 yr Rainfall=3.84"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 82HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=7.548 ac Peak Elev=882.50' Storage=43,032 cf 1.55 cfs 82 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 10 yr Rainfall=3.84"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 83HydroCAD® 10.20-5b 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 > 1.47" for 24 hr / 10 yr event Inflow = 0.19 cfs @ 18.70 hrs, Volume= 0.127 af Outflow = 0.19 cfs @ 18.70 hrs, Volume= 0.127 af, Atten= 0%, Lag= 0.0 min Primary = 0.19 cfs @ 18.70 hrs, Volume= 0.127 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' @ 18.70 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 @ 18.70 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) 201918171615141312111098765Flow (cfs)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 cfs0.19 cfs 83 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 10 yr Rainfall=1.63"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 84HydroCAD® 10.20-5b 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=0.00"Subcatchment 1S: Ex. Basin #1 Flow Length=323' Tc=4.1 min CN=85 Runoff=0.00 cfs 0.000 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth=0.00"Subcatchment 7S: Ex. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.00 cfs 0.000 af Runoff Area=238,747 sf 72.91% Impervious Runoff Depth=0.00"Subcatchment 8S: Ex. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=0.00 cfs 0.000 af Peak Elev=885.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 2P: Dry Pond Outflow=0.00 cfs 0.000 af Peak Elev=877.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=876.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.41' Inflow=0.00 cfs 0.000 afPond 5P: Control Structure Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 0.000 af Average Runoff Depth = 0.00" 33.84% Pervious = 2.554 ac 66.16% Impervious = 4.993 ac 84 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 10 yr Rainfall=1.63"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 85HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Ex. Basin #1 [49] Hint: Tc<2dt may require smaller dt [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 0.50 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 10 yr Rainfall=1.63" Runoff Area=44,996 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=323' Tc=4.1 min CN=85 0.00 cfs 85 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 10 yr Rainfall=1.63"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 86HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Ex. Basin #2 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 0.50 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 10 yr Rainfall=1.63" Runoff Area=45,029 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=189' Tc=21.1 min CN=74 0.00 cfs 86 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 10 yr Rainfall=1.63"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 87HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Ex. Basin #3 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 0.50 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 10 yr Rainfall=1.63" Runoff Area=238,747 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=910' Tc=9.2 min CN=88 0.00 cfs 87 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 10 yr Rainfall=1.63"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 88HydroCAD® 10.20-5b 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 = 0.00" for 30 min / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 885.00' @ 5.00 hrs Surf.Area= 4,343 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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=0.00 cfs @ 5.00 hrs HW=885.00' (Free Discharge) 1=Orifice/Grate (Passes 0.00 cfs of 0.11 cfs potential flow) 88 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 10 yr Rainfall=1.63"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 89HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=885.00' Storage=0 cf 0.00 cfs0.00 cfs 89 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 10 yr Rainfall=1.63"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 90HydroCAD® 10.20-5b 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 = 0.00" for 30 min / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, 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= 877.00' @ 5.00 hrs Surf.Area= 4,116 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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 881.80'12.0" 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 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 10 yr Rainfall=1.63"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 91HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=2.067 ac Peak Elev=877.00' Storage=0 cf 0.00 cfs0.00 cfs 91 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 10 yr Rainfall=1.63"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 92HydroCAD® 10.20-5b 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 = 0.00" for 30 min / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 876.00' @ 5.00 hrs Surf.Area= 2,201 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 876.00' 98,487 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 876.00 2,201 0 0 877.00 2,731 2,466 2,466 878.00 4,369 3,550 6,016 879.00 4,930 4,650 10,666 880.00 7,244 6,087 16,753 881.00 9,665 8,455 25,207 882.00 12,448 11,057 36,264 883.00 16,517 14,483 50,746 884.00 24,279 20,398 71,144 885.00 30,406 27,343 98,487 Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=7.548 ac Peak Elev=876.00' Storage=0 cf 0.00 cfs 92 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 10 yr Rainfall=1.63"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 93HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.41' (Flood elevation advised) Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth = 0.00" for 30 min / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 884.41' @ 5.00 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=0.00 cfs @ 5.00 hrs HW=884.41' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=884.41' 0.00 cfs0.00 cfs 93 Multi-Event TablesPre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 94HydroCAD® 10.20-5b 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 0.00 0.000 0.00 2 hr / 10 yr 2.22 0.00 0.000 0.00 3 hr / 10 yr 2.52 0.00 0.000 0.00 6 hr / 10 yr 3.00 0.28 0.022 0.25 12 hr / 10 yr 3.48 0.35 0.126 1.46 24 hr / 10 yr 3.84 0.27 0.166 1.93 30 min / 10 yr 1.63 0.00 0.000 0.00 94 Multi-Event TablesPre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 95HydroCAD® 10.20-5b 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 0.00 0.000 0.00 2 hr / 10 yr 2.22 0.00 0.000 0.00 3 hr / 10 yr 2.52 0.00 0.000 0.00 6 hr / 10 yr 3.00 0.20 0.021 0.24 12 hr / 10 yr 3.48 0.23 0.093 1.08 24 hr / 10 yr 3.84 0.20 0.099 1.15 30 min / 10 yr 1.63 0.00 0.000 0.00 95 Multi-Event TablesPre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 96HydroCAD® 10.20-5b 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 0.00 0.000 0.00 2 hr / 10 yr 2.22 0.00 0.000 0.00 3 hr / 10 yr 2.52 0.00 0.000 0.00 6 hr / 10 yr 3.00 1.60 0.133 0.29 12 hr / 10 yr 3.48 2.07 0.731 1.60 24 hr / 10 yr 3.84 1.55 0.990 2.17 30 min / 10 yr 1.63 0.00 0.000 0.00 96 Multi-Event TablesPre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 97HydroCAD® 10.20-5b 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 0.00 0.00 885.00 0 2 hr / 10 yr 0.00 0.00 885.00 0 3 hr / 10 yr 0.00 0.00 885.00 0 6 hr / 10 yr 0.28 0.13 885.11 468 12 hr / 10 yr 0.35 0.18 885.34 1,538 24 hr / 10 yr 0.27 0.19 885.40 1,852 30 min / 10 yr 0.00 0.00 885.00 0 97 Multi-Event TablesPre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 98HydroCAD® 10.20-5b 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 0.00 0.00 877.00 0 2 hr / 10 yr 0.00 0.00 877.00 0 3 hr / 10 yr 0.00 0.00 877.00 0 6 hr / 10 yr 0.32 0.00 877.43 1,843 12 hr / 10 yr 0.38 0.00 878.94 9,519 24 hr / 10 yr 0.38 0.00 878.99 9,793 30 min / 10 yr 0.00 0.00 877.00 0 98 Multi-Event TablesPre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 99HydroCAD® 10.20-5b 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 0.00 876.00 0 2 hr / 10 yr 0.00 876.00 0 3 hr / 10 yr 0.00 876.00 0 6 hr / 10 yr 1.60 877.95 5,793 12 hr / 10 yr 2.07 881.63 31,835 24 hr / 10 yr 1.55 882.50 43,032 30 min / 10 yr 0.00 876.00 0 99 Multi-Event TablesPre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 100HydroCAD® 10.20-5b 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 0.00 0.00 884.41 0.000 2 hr / 10 yr 0.00 0.00 884.41 0.000 3 hr / 10 yr 0.00 0.00 884.41 0.000 6 hr / 10 yr 0.13 0.13 884.59 0.000 12 hr / 10 yr 0.18 0.18 884.61 0.000 24 hr / 10 yr 0.19 0.19 884.62 0.000 30 min / 10 yr 0.00 0.00 884.41 0.000 100 1S Ex. Basin #1 7S Ex. Basin #2 8S Ex. Basin #3 2P Dry Pond 3P North Wet Pond 4P South Wet Pond 5PCB Control Structure Routing Diagram for Pre-Dev(09-05-24) Prepared by Badger Engineering, Printed 9/5/2024 HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link 101 Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 102HydroCAD® 10.20-5b 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 Indy Huff 1st Quartile Scale 1.00 1 3.03 2 2 2 hr / 100 yr Indy Huff 1st Quartile Scale 2.00 1 3.74 2 3 3 hr / 100 yr Indy Huff 1st Quartile Scale 3.00 1 4.26 2 4 6 hr / 100 yr Indy Huff 1st Quartile Scale 6.00 1 5.10 2 5 12 hr / 100 yr Indy Huff 2nd Quartile Scale 12.00 1 5.76 2 6 24 hr / 100 yr Indy Huff 3rd Quartile Scale 24.00 1 6.48 2 7 30 min / 100 yr Indy Huff 1st Quartile Scale 0.50 1 2.42 2 102 Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 103HydroCAD® 10.20-5b 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 103 Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 104HydroCAD® 10.20-5b 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 104 Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 105HydroCAD® 10.20-5b 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 105 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 100 yr Rainfall=3.03"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 106HydroCAD® 10.20-5b 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=0.00"Subcatchment 1S: Ex. Basin #1 Flow Length=323' Tc=4.1 min CN=85 Runoff=0.00 cfs 0.000 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth=0.00"Subcatchment 7S: Ex. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.00 cfs 0.000 af Runoff Area=238,747 sf 72.91% Impervious Runoff Depth=0.00"Subcatchment 8S: Ex. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=0.00 cfs 0.000 af Peak Elev=885.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 2P: Dry Pond Outflow=0.00 cfs 0.000 af Peak Elev=877.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=876.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.41' Inflow=0.00 cfs 0.000 afPond 5P: Control Structure Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 0.000 af Average Runoff Depth = 0.00" 33.84% Pervious = 2.554 ac 66.16% Impervious = 4.993 ac 106 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 100 yr Rainfall=3.03"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 107HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Ex. Basin #1 [49] Hint: Tc<2dt may require smaller dt [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 1.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 100 yr Rainfall=3.03" Runoff Area=44,996 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=323' Tc=4.1 min CN=85 0.00 cfs 107 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 100 yr Rainfall=3.03"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 108HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Ex. Basin #2 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 1.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 100 yr Rainfall=3.03" Runoff Area=45,029 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=189' Tc=21.1 min CN=74 0.00 cfs 108 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 100 yr Rainfall=3.03"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 109HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Ex. Basin #3 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 1.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 100 yr Rainfall=3.03" Runoff Area=238,747 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=910' Tc=9.2 min CN=88 0.00 cfs 109 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 100 yr Rainfall=3.03"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 110HydroCAD® 10.20-5b 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 = 0.00" for 1 hr / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 885.00' @ 5.00 hrs Surf.Area= 4,343 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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=0.00 cfs @ 5.00 hrs HW=885.00' (Free Discharge) 1=Orifice/Grate (Passes 0.00 cfs of 0.11 cfs potential flow) 110 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 100 yr Rainfall=3.03"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 111HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond InflowPrimary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=885.00' Storage=0 cf 0.00 cfs0.00 cfs 111 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 100 yr Rainfall=3.03"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 112HydroCAD® 10.20-5b 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 = 0.00" for 1 hr / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, 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= 877.00' @ 5.00 hrs Surf.Area= 4,116 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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 881.80'12.0" 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 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 100 yr Rainfall=3.03"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 113HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond InflowPrimary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=2.067 ac Peak Elev=877.00' Storage=0 cf 0.00 cfs0.00 cfs 113 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 100 yr Rainfall=3.03"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 114HydroCAD® 10.20-5b 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 = 0.00" for 1 hr / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 876.00' @ 5.00 hrs Surf.Area= 2,201 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 876.00' 98,487 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 876.00 2,201 0 0 877.00 2,731 2,466 2,466 878.00 4,369 3,550 6,016 879.00 4,930 4,650 10,666 880.00 7,244 6,087 16,753 881.00 9,665 8,455 25,207 882.00 12,448 11,057 36,264 883.00 16,517 14,483 50,746 884.00 24,279 20,398 71,144 885.00 30,406 27,343 98,487 Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=7.548 ac Peak Elev=876.00' Storage=0 cf 0.00 cfs 114 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 100 yr Rainfall=3.03"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 115HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.41' (Flood elevation advised) Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth = 0.00" for 1 hr / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 884.41' @ 5.00 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=0.00 cfs @ 5.00 hrs HW=884.41' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=884.41' 0.00 cfs0.00 cfs 115 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 100 yr Rainfall=3.74"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 116HydroCAD® 10.20-5b 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=0.00"Subcatchment 1S: Ex. Basin #1 Flow Length=323' Tc=4.1 min CN=85 Runoff=0.00 cfs 0.000 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth=0.00"Subcatchment 7S: Ex. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.00 cfs 0.000 af Runoff Area=238,747 sf 72.91% Impervious Runoff Depth=0.00"Subcatchment 8S: Ex. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=0.00 cfs 0.000 af Peak Elev=885.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 2P: Dry Pond Outflow=0.00 cfs 0.000 af Peak Elev=877.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=876.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.41' Inflow=0.00 cfs 0.000 afPond 5P: Control Structure Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 0.000 af Average Runoff Depth = 0.00" 33.84% Pervious = 2.554 ac 66.16% Impervious = 4.993 ac 116 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 100 yr Rainfall=3.74"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 117HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Ex. Basin #1 [49] Hint: Tc<2dt may require smaller dt [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 2.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 100 yr Rainfall=3.74" Runoff Area=44,996 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=323' Tc=4.1 min CN=85 0.00 cfs 117 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 100 yr Rainfall=3.74"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 118HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Ex. Basin #2 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 2.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 100 yr Rainfall=3.74" Runoff Area=45,029 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=189' Tc=21.1 min CN=74 0.00 cfs 118 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 100 yr Rainfall=3.74"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 119HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Ex. Basin #3 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 2.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 100 yr Rainfall=3.74" Runoff Area=238,747 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=910' Tc=9.2 min CN=88 0.00 cfs 119 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 100 yr Rainfall=3.74"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 120HydroCAD® 10.20-5b 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 = 0.00" for 2 hr / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 885.00' @ 5.00 hrs Surf.Area= 4,343 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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=0.00 cfs @ 5.00 hrs HW=885.00' (Free Discharge) 1=Orifice/Grate (Passes 0.00 cfs of 0.11 cfs potential flow) 120 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 100 yr Rainfall=3.74"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 121HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=885.00' Storage=0 cf 0.00 cfs0.00 cfs 121 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 100 yr Rainfall=3.74"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 122HydroCAD® 10.20-5b 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 = 0.00" for 2 hr / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, 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= 877.00' @ 5.00 hrs Surf.Area= 4,116 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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 881.80'12.0" 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) 122 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 100 yr Rainfall=3.74"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 123HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=2.067 ac Peak Elev=877.00' Storage=0 cf 0.00 cfs0.00 cfs 123 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 100 yr Rainfall=3.74"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 124HydroCAD® 10.20-5b 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 = 0.00" for 2 hr / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 876.00' @ 5.00 hrs Surf.Area= 2,201 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 876.00' 98,487 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 876.00 2,201 0 0 877.00 2,731 2,466 2,466 878.00 4,369 3,550 6,016 879.00 4,930 4,650 10,666 880.00 7,244 6,087 16,753 881.00 9,665 8,455 25,207 882.00 12,448 11,057 36,264 883.00 16,517 14,483 50,746 884.00 24,279 20,398 71,144 885.00 30,406 27,343 98,487 Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=7.548 ac Peak Elev=876.00' Storage=0 cf 0.00 cfs 124 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 100 yr Rainfall=3.74"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 125HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.41' (Flood elevation advised) Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth = 0.00" for 2 hr / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 884.41' @ 5.00 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=0.00 cfs @ 5.00 hrs HW=884.41' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=884.41' 0.00 cfs0.00 cfs 125 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 100 yr Rainfall=4.26"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 126HydroCAD® 10.20-5b 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=0.00"Subcatchment 1S: Ex. Basin #1 Flow Length=323' Tc=4.1 min CN=85 Runoff=0.00 cfs 0.000 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth=0.00"Subcatchment 7S: Ex. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.00 cfs 0.000 af Runoff Area=238,747 sf 72.91% Impervious Runoff Depth=0.00"Subcatchment 8S: Ex. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=0.00 cfs 0.000 af Peak Elev=885.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 2P: Dry Pond Outflow=0.00 cfs 0.000 af Peak Elev=877.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=876.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.41' Inflow=0.00 cfs 0.000 afPond 5P: Control Structure Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 0.000 af Average Runoff Depth = 0.00" 33.84% Pervious = 2.554 ac 66.16% Impervious = 4.993 ac 126 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 100 yr Rainfall=4.26"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 127HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Ex. Basin #1 [49] Hint: Tc<2dt may require smaller dt [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 3.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 100 yr Rainfall=4.26" Runoff Area=44,996 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=323' Tc=4.1 min CN=85 0.00 cfs 127 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 100 yr Rainfall=4.26"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 128HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Ex. Basin #2 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 3.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 100 yr Rainfall=4.26" Runoff Area=45,029 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=189' Tc=21.1 min CN=74 0.00 cfs 128 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 100 yr Rainfall=4.26"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 129HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Ex. Basin #3 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 3.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 100 yr Rainfall=4.26" Runoff Area=238,747 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=910' Tc=9.2 min CN=88 0.00 cfs 129 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 100 yr Rainfall=4.26"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 130HydroCAD® 10.20-5b 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 = 0.00" for 3 hr / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 885.00' @ 5.00 hrs Surf.Area= 4,343 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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=0.00 cfs @ 5.00 hrs HW=885.00' (Free Discharge) 1=Orifice/Grate (Passes 0.00 cfs of 0.11 cfs potential flow) 130 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 100 yr Rainfall=4.26"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 131HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=885.00' Storage=0 cf 0.00 cfs0.00 cfs 131 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 100 yr Rainfall=4.26"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 132HydroCAD® 10.20-5b 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 = 0.00" for 3 hr / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, 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= 877.00' @ 5.00 hrs Surf.Area= 4,116 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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 881.80'12.0" 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) 132 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 100 yr Rainfall=4.26"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 133HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=2.067 ac Peak Elev=877.00' Storage=0 cf 0.00 cfs0.00 cfs 133 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 100 yr Rainfall=4.26"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 134HydroCAD® 10.20-5b 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 = 0.00" for 3 hr / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 876.00' @ 5.00 hrs Surf.Area= 2,201 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 876.00' 98,487 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 876.00 2,201 0 0 877.00 2,731 2,466 2,466 878.00 4,369 3,550 6,016 879.00 4,930 4,650 10,666 880.00 7,244 6,087 16,753 881.00 9,665 8,455 25,207 882.00 12,448 11,057 36,264 883.00 16,517 14,483 50,746 884.00 24,279 20,398 71,144 885.00 30,406 27,343 98,487 Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=7.548 ac Peak Elev=876.00' Storage=0 cf 0.00 cfs 134 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 100 yr Rainfall=4.26"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 135HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.41' (Flood elevation advised) Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth = 0.00" for 3 hr / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 884.41' @ 5.00 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=0.00 cfs @ 5.00 hrs HW=884.41' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=884.41' 0.00 cfs0.00 cfs 135 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 100 yr Rainfall=5.10"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 136HydroCAD® 10.20-5b 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=0.53 cfs 0.041 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>0.52"Subcatchment 7S: Ex. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.46 cfs 0.045 af Runoff Area=238,747 sf 72.91% Impervious Runoff Depth>0.53"Subcatchment 8S: Ex. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=2.95 cfs 0.244 af Peak Elev=885.27' Storage=1,218 cf Inflow=0.53 cfs 0.041 afPond 2P: Dry Pond Outflow=0.16 cfs 0.041 af Peak Elev=877.84' Storage=3,756 cf Inflow=0.58 cfs 0.086 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=878.99' Storage=10,608 cf Inflow=2.95 cfs 0.244 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.61' Inflow=0.16 cfs 0.041 afPond 5P: Control Structure Outflow=0.16 cfs 0.041 af Total Runoff Area = 7.548 ac Runoff Volume = 0.330 af Average Runoff Depth = 0.52" 33.84% Pervious = 2.554 ac 66.16% Impervious = 4.993 ac 136 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 100 yr Rainfall=5.10"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 137HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Ex. Basin #1 [49] Hint: Tc<2dt may require smaller dt [73] Warning: Peak may fall outside time span Runoff = 0.53 cfs @ 5.00 hrs, Volume= 0.041 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 Indy Huff 1st Quartile scaled to 6.00 hrs 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) 201918171615141312111098765Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 100 yr Rainfall=5.10" Runoff Area=44,996 sf Runoff Volume=0.041 af Runoff Depth>0.48" Flow Length=323' Tc=4.1 min CN=85 0.53 cfs 137 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 100 yr Rainfall=5.10"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 138HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Ex. Basin #2 [73] Warning: Peak may fall outside time span Runoff = 0.46 cfs @ 5.00 hrs, Volume= 0.045 af, Depth> 0.52" 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 Indy Huff 1st Quartile scaled to 6.00 hrs 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) 201918171615141312111098765Flow (cfs)0.5 0.48 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 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 100 yr Rainfall=5.10" Runoff Area=45,029 sf Runoff Volume=0.045 af Runoff Depth>0.52" Flow Length=189' Tc=21.1 min CN=74 0.46 cfs 138 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 100 yr Rainfall=5.10"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 139HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Ex. Basin #3 [73] Warning: Peak may fall outside time span Runoff = 2.95 cfs @ 5.00 hrs, Volume= 0.244 af, Depth> 0.53" 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 Indy Huff 1st Quartile scaled to 6.00 hrs 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) 201918171615141312111098765Flow (cfs)3 2 1 0 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 100 yr Rainfall=5.10" Runoff Area=238,747 sf Runoff Volume=0.244 af Runoff Depth>0.53" Flow Length=910' Tc=9.2 min CN=88 2.95 cfs 139 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 100 yr Rainfall=5.10"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 140HydroCAD® 10.20-5b 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, 62.58% Impervious, Inflow Depth > 0.48" for 6 hr / 100 yr event Inflow = 0.53 cfs @ 5.00 hrs, Volume= 0.041 af Outflow = 0.16 cfs @ 6.07 hrs, Volume= 0.041 af, Atten= 69%, Lag= 64.4 min Primary = 0.16 cfs @ 6.07 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= 885.27' @ 6.07 hrs Surf.Area= 4,668 sf Storage= 1,218 cf Plug-Flow detention time= 77.4 min calculated for 0.040 af (98% of inflow) Center-of-Mass det. time= 73.6 min ( 403.5 - 329.9 ) 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=0.16 cfs @ 6.07 hrs HW=885.27' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.16 cfs @ 3.35 fps) 140 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 100 yr Rainfall=5.10"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 141HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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=1.033 ac Peak Elev=885.27' Storage=1,218 cf 0.53 cfs 0.16 cfs 141 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 100 yr Rainfall=5.10"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 142HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond [82] Warning: Early inflow requires earlier time span Inflow Area = 2.067 ac, 48.25% Impervious, Inflow Depth > 0.50" for 6 hr / 100 yr event Inflow = 0.58 cfs @ 5.15 hrs, Volume= 0.086 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= 877.84' @ 14.90 hrs Surf.Area= 4,778 sf Storage= 3,756 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 881.80'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.01' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 142 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 100 yr Rainfall=5.10"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 143HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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=877.84' Storage=3,756 cf 0.58 cfs 0.00 cfs 143 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 100 yr Rainfall=5.10"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 144HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: South Wet Pond [82] Warning: Early inflow requires earlier time span Inflow Area = 7.548 ac, 66.16% Impervious, Inflow Depth > 0.39" for 6 hr / 100 yr event Inflow = 2.95 cfs @ 5.00 hrs, Volume= 0.244 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= 878.99' @ 6.55 hrs Surf.Area= 4,923 sf Storage= 10,608 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 #1 876.00' 98,487 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 876.00 2,201 0 0 877.00 2,731 2,466 2,466 878.00 4,369 3,550 6,016 879.00 4,930 4,650 10,666 880.00 7,244 6,087 16,753 881.00 9,665 8,455 25,207 882.00 12,448 11,057 36,264 883.00 16,517 14,483 50,746 884.00 24,279 20,398 71,144 885.00 30,406 27,343 98,487 144 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 100 yr Rainfall=5.10"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 145HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Inflow Area=7.548 ac Peak Elev=878.99' Storage=10,608 cf 2.95 cfs 145 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 100 yr Rainfall=5.10"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 146HydroCAD® 10.20-5b 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 884.61' (Flood elevation advised) Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 0.48" for 6 hr / 100 yr event Inflow = 0.16 cfs @ 6.07 hrs, Volume= 0.041 af Outflow = 0.16 cfs @ 6.07 hrs, Volume= 0.041 af, Atten= 0%, Lag= 0.0 min Primary = 0.16 cfs @ 6.07 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= 884.61' @ 6.07 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=0.16 cfs @ 6.07 hrs HW=884.61' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.16 cfs @ 1.51 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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' 0.16 cfs0.16 cfs 146 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 100 yr Rainfall=5.76"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 147HydroCAD® 10.20-5b 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>2.73"Subcatchment 1S: Ex. Basin #1 Flow Length=323' Tc=4.1 min CN=85 Runoff=0.70 cfs 0.235 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>2.38"Subcatchment 7S: Ex. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.53 cfs 0.205 af Runoff Area=238,747 sf 72.91% Impervious Runoff Depth>2.89"Subcatchment 8S: Ex. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=3.99 cfs 1.322 af Peak Elev=885.93' Storage=4,574 cf Inflow=0.70 cfs 0.235 afPond 2P: Dry Pond Outflow=0.25 cfs 0.235 af Peak Elev=880.50' Storage=19,194 cf Inflow=0.73 cfs 0.441 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=883.38' Storage=57,589 cf Inflow=3.99 cfs 1.322 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.66' Inflow=0.25 cfs 0.235 afPond 5P: Control Structure Outflow=0.25 cfs 0.235 af Total Runoff Area = 7.548 ac Runoff Volume = 1.763 af Average Runoff Depth = 2.80" 33.84% Pervious = 2.554 ac 66.16% Impervious = 4.993 ac 147 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 100 yr Rainfall=5.76"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 148HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Ex. Basin #1 [49] Hint: Tc<2dt may require smaller dt [73] Warning: Peak may fall outside time span Runoff = 0.70 cfs @ 5.00 hrs, Volume= 0.235 af, Depth> 2.73" 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 Indy Huff 2nd Quartile scaled to 12.00 hrs 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) 201918171615141312111098765Flow (cfs)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 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 100 yr Rainfall=5.76" Runoff Area=44,996 sf Runoff Volume=0.235 af Runoff Depth>2.73" Flow Length=323' Tc=4.1 min CN=85 0.70 cfs 148 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 100 yr Rainfall=5.76"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 149HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Ex. Basin #2 Runoff = 0.53 cfs @ 6.05 hrs, Volume= 0.205 af, Depth> 2.38" 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 Indy Huff 2nd Quartile scaled to 12.00 hrs 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) 201918171615141312111098765Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 100 yr Rainfall=5.76" Runoff Area=45,029 sf Runoff Volume=0.205 af Runoff Depth>2.38" Flow Length=189' Tc=21.1 min CN=74 0.53 cfs 149 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 100 yr Rainfall=5.76"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 150HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Ex. Basin #3 [73] Warning: Peak may fall outside time span Runoff = 3.99 cfs @ 5.00 hrs, Volume= 1.322 af, Depth> 2.89" 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 Indy Huff 2nd Quartile scaled to 12.00 hrs 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) 201918171615141312111098765Flow (cfs)4 3 2 1 0 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 100 yr Rainfall=5.76" Runoff Area=238,747 sf Runoff Volume=1.322 af Runoff Depth>2.89" Flow Length=910' Tc=9.2 min CN=88 3.99 cfs 150 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 100 yr Rainfall=5.76"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 151HydroCAD® 10.20-5b 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, 62.58% Impervious, Inflow Depth > 2.73" for 12 hr / 100 yr event Inflow = 0.70 cfs @ 5.00 hrs, Volume= 0.235 af Outflow = 0.25 cfs @ 10.80 hrs, Volume= 0.235 af, Atten= 64%, Lag= 347.9 min Primary = 0.25 cfs @ 10.80 hrs, Volume= 0.235 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= 885.93' @ 10.80 hrs Surf.Area= 5,465 sf Storage= 4,574 cf Plug-Flow detention time= 227.5 min calculated for 0.234 af (99% of inflow) Center-of-Mass det. time= 223.9 min ( 689.0 - 465.2 ) 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 @ 10.80 hrs HW=885.93' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.25 cfs @ 5.16 fps) 151 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 100 yr Rainfall=5.76"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 152HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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=1.033 ac Peak Elev=885.93' Storage=4,574 cf 0.70 cfs 0.25 cfs 152 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 100 yr Rainfall=5.76"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 153HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond [82] Warning: Early inflow requires earlier time span Inflow Area = 2.067 ac, 48.25% Impervious, Inflow Depth > 2.56" for 12 hr / 100 yr event Inflow = 0.73 cfs @ 6.23 hrs, Volume= 0.441 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= 880.50' @ 20.00 hrs Surf.Area= 6,821 sf Storage= 19,194 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 881.80'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.01' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 153 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 100 yr Rainfall=5.76"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 154HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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=880.50' Storage=19,194 cf 0.73 cfs 0.00 cfs 154 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 100 yr Rainfall=5.76"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 155HydroCAD® 10.20-5b 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 3.61' @ 10.95 hrs Inflow Area = 7.548 ac, 66.16% Impervious, Inflow Depth > 2.10" for 12 hr / 100 yr event Inflow = 3.99 cfs @ 5.00 hrs, Volume= 1.322 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= 883.38' @ 12.55 hrs Surf.Area= 19,469 sf Storage= 57,589 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 #1 876.00' 98,487 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 876.00 2,201 0 0 877.00 2,731 2,466 2,466 878.00 4,369 3,550 6,016 879.00 4,930 4,650 10,666 880.00 7,244 6,087 16,753 881.00 9,665 8,455 25,207 882.00 12,448 11,057 36,264 883.00 16,517 14,483 50,746 884.00 24,279 20,398 71,144 885.00 30,406 27,343 98,487 155 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 100 yr Rainfall=5.76"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 156HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)4 3 2 1 0 Inflow Area=7.548 ac Peak Elev=883.38' Storage=57,589 cf 3.99 cfs 156 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 100 yr Rainfall=5.76"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 157HydroCAD® 10.20-5b 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 884.66' (Flood elevation advised) Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 2.73" for 12 hr / 100 yr event Inflow = 0.25 cfs @ 10.80 hrs, Volume= 0.235 af Outflow = 0.25 cfs @ 10.80 hrs, Volume= 0.235 af, Atten= 0%, Lag= 0.0 min Primary = 0.25 cfs @ 10.80 hrs, Volume= 0.235 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' @ 10.80 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 @ 10.80 hrs HW=884.66' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.25 cfs @ 1.69 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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' 0.25 cfs0.25 cfs 157 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 100 yr Rainfall=6.48"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 158HydroCAD® 10.20-5b 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>4.03"Subcatchment 1S: Ex. Basin #1 Flow Length=323' Tc=4.1 min CN=85 Runoff=0.52 cfs 0.347 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>2.91"Subcatchment 7S: Ex. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.44 cfs 0.251 af Runoff Area=238,747 sf 72.91% Impervious Runoff Depth>4.31"Subcatchment 8S: Ex. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=2.84 cfs 1.967 af Peak Elev=886.21' Storage=6,135 cf Inflow=0.52 cfs 0.347 afPond 2P: Dry Pond Outflow=0.28 cfs 0.207 af Peak Elev=880.60' Storage=19,905 cf Inflow=0.70 cfs 0.458 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.56' Storage=85,567 cf Inflow=2.84 cfs 1.967 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.67' Inflow=0.28 cfs 0.207 afPond 5P: Control Structure Outflow=0.28 cfs 0.207 af Total Runoff Area = 7.548 ac Runoff Volume = 2.565 af Average Runoff Depth = 4.08" 33.84% Pervious = 2.554 ac 66.16% Impervious = 4.993 ac 158 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 100 yr Rainfall=6.48"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 159HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Ex. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.52 cfs @ 16.80 hrs, Volume= 0.347 af, Depth> 4.03" 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 Indy Huff 3rd Quartile scaled to 24.00 hrs 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) 201918171615141312111098765Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 100 yr Rainfall=6.48" Runoff Area=44,996 sf Runoff Volume=0.347 af Runoff Depth>4.03" Flow Length=323' Tc=4.1 min CN=85 0.52 cfs 159 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 100 yr Rainfall=6.48"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 160HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Ex. Basin #2 Runoff = 0.44 cfs @ 16.98 hrs, Volume= 0.251 af, Depth> 2.91" 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 Indy Huff 3rd Quartile scaled to 24.00 hrs 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) 201918171615141312111098765Flow (cfs)0.48 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 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 100 yr Rainfall=6.48" Runoff Area=45,029 sf Runoff Volume=0.251 af Runoff Depth>2.91" Flow Length=189' Tc=21.1 min CN=74 0.44 cfs 160 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 100 yr Rainfall=6.48"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 161HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Ex. Basin #3 Runoff = 2.84 cfs @ 15.76 hrs, Volume= 1.967 af, Depth> 4.31" 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 Indy Huff 3rd Quartile scaled to 24.00 hrs 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) 201918171615141312111098765Flow (cfs)3 2 1 0 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 100 yr Rainfall=6.48" Runoff Area=238,747 sf Runoff Volume=1.967 af Runoff Depth>4.31" Flow Length=910' Tc=9.2 min CN=88 2.84 cfs 161 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 100 yr Rainfall=6.48"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 162HydroCAD® 10.20-5b 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, 62.58% Impervious, Inflow Depth > 4.03" for 24 hr / 100 yr event Inflow = 0.52 cfs @ 16.80 hrs, Volume= 0.347 af Outflow = 0.28 cfs @ 19.37 hrs, Volume= 0.207 af, Atten= 45%, Lag= 154.5 min Primary = 0.28 cfs @ 19.37 hrs, Volume= 0.207 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= 886.21' @ 19.37 hrs Surf.Area= 5,824 sf Storage= 6,135 cf Plug-Flow detention time= 120.7 min calculated for 0.206 af (59% of inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) 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=0.28 cfs @ 19.37 hrs HW=886.21' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.28 cfs @ 5.75 fps) 162 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 100 yr Rainfall=6.48"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 163HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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=1.033 ac Peak Elev=886.21' Storage=6,135 cf 0.52 cfs 0.28 cfs 163 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 100 yr Rainfall=6.48"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 164HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond [82] Warning: Early inflow requires earlier time span Inflow Area = 2.067 ac, 48.25% Impervious, Inflow Depth > 2.66" for 24 hr / 100 yr event Inflow = 0.70 cfs @ 17.05 hrs, Volume= 0.458 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= 880.60' @ 20.00 hrs Surf.Area= 6,918 sf Storage= 19,905 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 881.80'12.0" 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) 164 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 100 yr Rainfall=6.48"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 165HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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=880.60' Storage=19,905 cf 0.70 cfs 0.00 cfs 165 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 100 yr Rainfall=6.48"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 166HydroCAD® 10.20-5b 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 4.10' @ 17.45 hrs Inflow Area = 7.548 ac, 66.16% Impervious, Inflow Depth > 3.13" for 24 hr / 100 yr event Inflow = 2.84 cfs @ 15.76 hrs, Volume= 1.967 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= 884.56' @ 20.00 hrs Surf.Area= 27,681 sf Storage= 85,567 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 #1 876.00' 98,487 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 876.00 2,201 0 0 877.00 2,731 2,466 2,466 878.00 4,369 3,550 6,016 879.00 4,930 4,650 10,666 880.00 7,244 6,087 16,753 881.00 9,665 8,455 25,207 882.00 12,448 11,057 36,264 883.00 16,517 14,483 50,746 884.00 24,279 20,398 71,144 885.00 30,406 27,343 98,487 166 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 100 yr Rainfall=6.48"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 167HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Inflow Area=7.548 ac Peak Elev=884.56' Storage=85,567 cf 2.84 cfs 167 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 100 yr Rainfall=6.48"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 168HydroCAD® 10.20-5b 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 884.67' (Flood elevation advised) [79] Warning: Submerged Pond 2P Primary device # 1 by 0.01' Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth > 2.41" for 24 hr / 100 yr event Inflow = 0.28 cfs @ 19.37 hrs, Volume= 0.207 af Outflow = 0.28 cfs @ 19.37 hrs, Volume= 0.207 af, Atten= 0%, Lag= 0.0 min Primary = 0.28 cfs @ 19.37 hrs, Volume= 0.207 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' @ 19.37 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=0.28 cfs @ 19.37 hrs HW=884.67' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.28 cfs @ 1.74 fps) Pond 5P: Control Structure InflowPrimary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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' 0.28 cfs0.28 cfs 168 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 100 yr Rainfall=2.42"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 169HydroCAD® 10.20-5b 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=0.00"Subcatchment 1S: Ex. Basin #1 Flow Length=323' Tc=4.1 min CN=85 Runoff=0.00 cfs 0.000 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth=0.00"Subcatchment 7S: Ex. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.00 cfs 0.000 af Runoff Area=238,747 sf 72.91% Impervious Runoff Depth=0.00"Subcatchment 8S: Ex. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=0.00 cfs 0.000 af Peak Elev=885.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 2P: Dry Pond Outflow=0.00 cfs 0.000 af Peak Elev=877.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=876.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.41' Inflow=0.00 cfs 0.000 afPond 5P: Control Structure Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 0.000 af Average Runoff Depth = 0.00" 33.84% Pervious = 2.554 ac 66.16% Impervious = 4.993 ac 169 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 100 yr Rainfall=2.42"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 170HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Ex. Basin #1 [49] Hint: Tc<2dt may require smaller dt [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 0.50 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 100 yr Rainfall=2.42" Runoff Area=44,996 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=323' Tc=4.1 min CN=85 0.00 cfs 170 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 100 yr Rainfall=2.42"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 171HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Ex. Basin #2 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 0.50 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 100 yr Rainfall=2.42" Runoff Area=45,029 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=189' Tc=21.1 min CN=74 0.00 cfs 171 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 100 yr Rainfall=2.42"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 172HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Ex. Basin #3 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 0.50 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 100 yr Rainfall=2.42" Runoff Area=238,747 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=910' Tc=9.2 min CN=88 0.00 cfs 172 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 100 yr Rainfall=2.42"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 173HydroCAD® 10.20-5b 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 = 0.00" for 30 min / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 885.00' @ 5.00 hrs Surf.Area= 4,343 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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=0.00 cfs @ 5.00 hrs HW=885.00' (Free Discharge) 1=Orifice/Grate (Passes 0.00 cfs of 0.11 cfs potential flow) 173 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 100 yr Rainfall=2.42"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 174HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=885.00' Storage=0 cf 0.00 cfs0.00 cfs 174 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 100 yr Rainfall=2.42"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 175HydroCAD® 10.20-5b 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 = 0.00" for 30 min / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, 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= 877.00' @ 5.00 hrs Surf.Area= 4,116 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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 881.80'12.0" 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) 175 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 100 yr Rainfall=2.42"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 176HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=2.067 ac Peak Elev=877.00' Storage=0 cf 0.00 cfs0.00 cfs 176 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 100 yr Rainfall=2.42"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 177HydroCAD® 10.20-5b 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 = 0.00" for 30 min / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 876.00' @ 5.00 hrs Surf.Area= 2,201 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 876.00' 98,487 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 876.00 2,201 0 0 877.00 2,731 2,466 2,466 878.00 4,369 3,550 6,016 879.00 4,930 4,650 10,666 880.00 7,244 6,087 16,753 881.00 9,665 8,455 25,207 882.00 12,448 11,057 36,264 883.00 16,517 14,483 50,746 884.00 24,279 20,398 71,144 885.00 30,406 27,343 98,487 Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=7.548 ac Peak Elev=876.00' Storage=0 cf 0.00 cfs 177 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 100 yr Rainfall=2.42"Pre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 178HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.41' (Flood elevation advised) Inflow Area = 1.033 ac, 62.58% Impervious, Inflow Depth = 0.00" for 30 min / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 884.41' @ 5.00 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=0.00 cfs @ 5.00 hrs HW=884.41' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=884.41' 0.00 cfs0.00 cfs 178 Multi-Event TablesPre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 179HydroCAD® 10.20-5b 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 0.00 0.000 0.00 2 hr / 100 yr 3.74 0.00 0.000 0.00 3 hr / 100 yr 4.26 0.00 0.000 0.00 6 hr / 100 yr 5.10 0.53 0.041 0.48 12 hr / 100 yr 5.76 0.70 0.235 2.73 24 hr / 100 yr 6.48 0.52 0.347 4.03 30 min / 100 yr 2.42 0.00 0.000 0.00 179 Multi-Event TablesPre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 180HydroCAD® 10.20-5b 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 0.00 0.000 0.00 2 hr / 100 yr 3.74 0.00 0.000 0.00 3 hr / 100 yr 4.26 0.00 0.000 0.00 6 hr / 100 yr 5.10 0.46 0.045 0.52 12 hr / 100 yr 5.76 0.53 0.205 2.38 24 hr / 100 yr 6.48 0.44 0.251 2.91 30 min / 100 yr 2.42 0.00 0.000 0.00 180 Multi-Event TablesPre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 181HydroCAD® 10.20-5b 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 0.00 0.000 0.00 2 hr / 100 yr 3.74 0.00 0.000 0.00 3 hr / 100 yr 4.26 0.00 0.000 0.00 6 hr / 100 yr 5.10 2.95 0.244 0.53 12 hr / 100 yr 5.76 3.99 1.322 2.89 24 hr / 100 yr 6.48 2.84 1.967 4.31 30 min / 100 yr 2.42 0.00 0.000 0.00 181 Multi-Event TablesPre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 182HydroCAD® 10.20-5b 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 0.00 0.00 885.00 0 2 hr / 100 yr 0.00 0.00 885.00 0 3 hr / 100 yr 0.00 0.00 885.00 0 6 hr / 100 yr 0.53 0.16 885.27 1,218 12 hr / 100 yr 0.70 0.25 885.93 4,574 24 hr / 100 yr 0.52 0.28 886.21 6,135 30 min / 100 yr 0.00 0.00 885.00 0 182 Multi-Event TablesPre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 183HydroCAD® 10.20-5b 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 0.00 0.00 877.00 0 2 hr / 100 yr 0.00 0.00 877.00 0 3 hr / 100 yr 0.00 0.00 877.00 0 6 hr / 100 yr 0.58 0.00 877.84 3,756 12 hr / 100 yr 0.73 0.00 880.50 19,194 24 hr / 100 yr 0.70 0.00 880.60 19,905 30 min / 100 yr 0.00 0.00 877.00 0 183 Multi-Event TablesPre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 184HydroCAD® 10.20-5b 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 0.00 876.00 0 2 hr / 100 yr 0.00 876.00 0 3 hr / 100 yr 0.00 876.00 0 6 hr / 100 yr 2.95 878.99 10,608 12 hr / 100 yr 3.99 883.38 57,589 24 hr / 100 yr 2.84 884.56 85,567 30 min / 100 yr 0.00 876.00 0 184 Multi-Event TablesPre-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 185HydroCAD® 10.20-5b 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 0.00 0.00 884.41 0.000 2 hr / 100 yr 0.00 0.00 884.41 0.000 3 hr / 100 yr 0.00 0.00 884.41 0.000 6 hr / 100 yr 0.16 0.16 884.61 0.000 12 hr / 100 yr 0.25 0.25 884.66 0.000 24 hr / 100 yr 0.28 0.28 884.67 0.000 30 min / 100 yr 0.00 0.00 884.41 0.000 185 Proposed Basin Runoff 186 187 188 189 1S Prop. Basin #1 7S Prop. Basin #2 8S Prop. Basin #3 2P Dry Pond 3P North Wet Pond 4P South Wet Pond 5PCB Control Structure Routing Diagram for Post-Dev(09-05-24) Prepared by Badger Engineering, Printed 9/5/2024 HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link 190 Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 191HydroCAD® 10.20-5b 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 Indy Huff 1st Quartile Scale 1.00 1 2.03 2 2 2 hr / 10 yr Indy Huff 1st Quartile Scale 2.00 1 2.22 2 3 3 hr / 10 yr Indy Huff 1st Quartile Scale 3.00 1 2.52 2 4 6 hr / 10 yr Indy Huff 1st Quartile Scale 6.00 1 3.00 2 5 12 hr / 10 yr Indy Huff 2nd Quartile Scale 12.00 1 3.48 2 6 24 hr / 10 yr Indy Huff 3rd Quartile Scale 24.00 1 3.84 2 7 30 min / 10 yr Indy Huff 1st Quartile Scale 0.50 1 1.63 2 191 Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 192HydroCAD® 10.20-5b 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 192 Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 193HydroCAD® 10.20-5b 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 193 Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 194HydroCAD® 10.20-5b 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 194 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 10 yr Rainfall=2.03"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 195HydroCAD® 10.20-5b 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=0.00"Subcatchment 1S: Prop. Basin #1 Flow Length=323' Tc=4.2 min CN=87 Runoff=0.00 cfs 0.000 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth=0.00"Subcatchment 7S: Prop. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.00 cfs 0.000 af Runoff Area=238,747 sf 73.61% Impervious Runoff Depth=0.00"Subcatchment 8S: Prop. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=0.00 cfs 0.000 af Peak Elev=885.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 2P: Dry Pond Outflow=0.00 cfs 0.000 af Peak Elev=877.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=876.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.41' Inflow=0.00 cfs 0.000 afPond 5P: Control Structure Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 0.000 af Average Runoff Depth = 0.00" 32.47% Pervious = 2.451 ac 67.53% Impervious = 5.097 ac 195 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 10 yr Rainfall=2.03"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 196HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Prop. Basin #1 [49] Hint: Tc<2dt may require smaller dt [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 1.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 10 yr Rainfall=2.03" Runoff Area=44,996 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=323' Tc=4.2 min CN=87 0.00 cfs 196 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 10 yr Rainfall=2.03"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 197HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Prop. Basin #2 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 1.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 10 yr Rainfall=2.03" Runoff Area=45,029 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=189' Tc=21.1 min CN=74 0.00 cfs 197 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 10 yr Rainfall=2.03"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 198HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Prop. Basin #3 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 1.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 10 yr Rainfall=2.03" Runoff Area=238,747 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=910' Tc=9.2 min CN=88 0.00 cfs 198 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 10 yr Rainfall=2.03"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 199HydroCAD® 10.20-5b 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 = 0.00" for 1 hr / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 885.00' @ 5.00 hrs Surf.Area= 4,343 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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=0.00 cfs @ 5.00 hrs HW=885.00' (Free Discharge) 1=Orifice/Grate (Passes 0.00 cfs of 0.11 cfs potential flow) 199 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 10 yr Rainfall=2.03"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 200HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond InflowPrimary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=885.00' Storage=0 cf 0.00 cfs0.00 cfs 200 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 10 yr Rainfall=2.03"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 201HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond Inflow Area = 2.067 ac, 51.41% Impervious, Inflow Depth = 0.00" for 1 hr / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, 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= 877.00' @ 5.00 hrs Surf.Area= 4,116 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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 881.80'12.0" 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 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 10 yr Rainfall=2.03"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 202HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond InflowPrimary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=2.067 ac Peak Elev=877.00' Storage=0 cf 0.00 cfs0.00 cfs 202 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 10 yr Rainfall=2.03"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 203HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: South Wet Pond Inflow Area = 7.548 ac, 67.53% Impervious, Inflow Depth = 0.00" for 1 hr / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 876.00' @ 5.00 hrs Surf.Area= 2,201 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 876.00' 98,487 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 876.00 2,201 0 0 877.00 2,731 2,466 2,466 878.00 4,369 3,550 6,016 879.00 4,930 4,650 10,666 880.00 7,244 6,087 16,753 881.00 9,665 8,455 25,207 882.00 12,448 11,057 36,264 883.00 16,517 14,483 50,746 884.00 24,279 20,398 71,144 885.00 30,406 27,343 98,487 Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=7.548 ac Peak Elev=876.00' Storage=0 cf 0.00 cfs 203 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 10 yr Rainfall=2.03"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 204HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.41' (Flood elevation advised) Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth = 0.00" for 1 hr / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 884.41' @ 5.00 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=0.00 cfs @ 5.00 hrs HW=884.41' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=884.41' 0.00 cfs0.00 cfs 204 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 10 yr Rainfall=2.22"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 205HydroCAD® 10.20-5b 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=0.00"Subcatchment 1S: Prop. Basin #1 Flow Length=323' Tc=4.2 min CN=87 Runoff=0.00 cfs 0.000 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth=0.00"Subcatchment 7S: Prop. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.00 cfs 0.000 af Runoff Area=238,747 sf 73.61% Impervious Runoff Depth=0.00"Subcatchment 8S: Prop. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=0.00 cfs 0.000 af Peak Elev=885.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 2P: Dry Pond Outflow=0.00 cfs 0.000 af Peak Elev=877.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=876.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.41' Inflow=0.00 cfs 0.000 afPond 5P: Control Structure Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 0.000 af Average Runoff Depth = 0.00" 32.47% Pervious = 2.451 ac 67.53% Impervious = 5.097 ac 205 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 10 yr Rainfall=2.22"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 206HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Prop. Basin #1 [49] Hint: Tc<2dt may require smaller dt [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 2.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 10 yr Rainfall=2.22" Runoff Area=44,996 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=323' Tc=4.2 min CN=87 0.00 cfs 206 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 10 yr Rainfall=2.22"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 207HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Prop. Basin #2 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 2.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 10 yr Rainfall=2.22" Runoff Area=45,029 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=189' Tc=21.1 min CN=74 0.00 cfs 207 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 10 yr Rainfall=2.22"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 208HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Prop. Basin #3 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 2.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 10 yr Rainfall=2.22" Runoff Area=238,747 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=910' Tc=9.2 min CN=88 0.00 cfs 208 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 10 yr Rainfall=2.22"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 209HydroCAD® 10.20-5b 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 = 0.00" for 2 hr / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 885.00' @ 5.00 hrs Surf.Area= 4,343 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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=0.00 cfs @ 5.00 hrs HW=885.00' (Free Discharge) 1=Orifice/Grate (Passes 0.00 cfs of 0.11 cfs potential flow) 209 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 10 yr Rainfall=2.22"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 210HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=885.00' Storage=0 cf 0.00 cfs0.00 cfs 210 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 10 yr Rainfall=2.22"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 211HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond Inflow Area = 2.067 ac, 51.41% Impervious, Inflow Depth = 0.00" for 2 hr / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, 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= 877.00' @ 5.00 hrs Surf.Area= 4,116 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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 881.80'12.0" 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) 211 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 10 yr Rainfall=2.22"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 212HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=2.067 ac Peak Elev=877.00' Storage=0 cf 0.00 cfs0.00 cfs 212 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 10 yr Rainfall=2.22"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 213HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: South Wet Pond Inflow Area = 7.548 ac, 67.53% Impervious, Inflow Depth = 0.00" for 2 hr / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 876.00' @ 5.00 hrs Surf.Area= 2,201 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 876.00' 98,487 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 876.00 2,201 0 0 877.00 2,731 2,466 2,466 878.00 4,369 3,550 6,016 879.00 4,930 4,650 10,666 880.00 7,244 6,087 16,753 881.00 9,665 8,455 25,207 882.00 12,448 11,057 36,264 883.00 16,517 14,483 50,746 884.00 24,279 20,398 71,144 885.00 30,406 27,343 98,487 Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=7.548 ac Peak Elev=876.00' Storage=0 cf 0.00 cfs 213 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 10 yr Rainfall=2.22"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 214HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.41' (Flood elevation advised) Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth = 0.00" for 2 hr / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 884.41' @ 5.00 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=0.00 cfs @ 5.00 hrs HW=884.41' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=884.41' 0.00 cfs0.00 cfs 214 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 10 yr Rainfall=2.52"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 215HydroCAD® 10.20-5b 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=0.00"Subcatchment 1S: Prop. Basin #1 Flow Length=323' Tc=4.2 min CN=87 Runoff=0.00 cfs 0.000 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth=0.00"Subcatchment 7S: Prop. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.00 cfs 0.000 af Runoff Area=238,747 sf 73.61% Impervious Runoff Depth=0.00"Subcatchment 8S: Prop. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=0.00 cfs 0.000 af Peak Elev=885.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 2P: Dry Pond Outflow=0.00 cfs 0.000 af Peak Elev=877.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=876.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.41' Inflow=0.00 cfs 0.000 afPond 5P: Control Structure Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 0.000 af Average Runoff Depth = 0.00" 32.47% Pervious = 2.451 ac 67.53% Impervious = 5.097 ac 215 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 10 yr Rainfall=2.52"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 216HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Prop. Basin #1 [49] Hint: Tc<2dt may require smaller dt [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 3.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 10 yr Rainfall=2.52" Runoff Area=44,996 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=323' Tc=4.2 min CN=87 0.00 cfs 216 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 10 yr Rainfall=2.52"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 217HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Prop. Basin #2 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 3.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 10 yr Rainfall=2.52" Runoff Area=45,029 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=189' Tc=21.1 min CN=74 0.00 cfs 217 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 10 yr Rainfall=2.52"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 218HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Prop. Basin #3 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 3.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 10 yr Rainfall=2.52" Runoff Area=238,747 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=910' Tc=9.2 min CN=88 0.00 cfs 218 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 10 yr Rainfall=2.52"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 219HydroCAD® 10.20-5b 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 = 0.00" for 3 hr / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 885.00' @ 5.00 hrs Surf.Area= 4,343 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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=0.00 cfs @ 5.00 hrs HW=885.00' (Free Discharge) 1=Orifice/Grate (Passes 0.00 cfs of 0.11 cfs potential flow) 219 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 10 yr Rainfall=2.52"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 220HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=885.00' Storage=0 cf 0.00 cfs0.00 cfs 220 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 10 yr Rainfall=2.52"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 221HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond Inflow Area = 2.067 ac, 51.41% Impervious, Inflow Depth = 0.00" for 3 hr / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, 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= 877.00' @ 5.00 hrs Surf.Area= 4,116 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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 881.80'12.0" 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) 221 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 10 yr Rainfall=2.52"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 222HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=2.067 ac Peak Elev=877.00' Storage=0 cf 0.00 cfs0.00 cfs 222 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 10 yr Rainfall=2.52"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 223HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: South Wet Pond Inflow Area = 7.548 ac, 67.53% Impervious, Inflow Depth = 0.00" for 3 hr / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 876.00' @ 5.00 hrs Surf.Area= 2,201 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 876.00' 98,487 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 876.00 2,201 0 0 877.00 2,731 2,466 2,466 878.00 4,369 3,550 6,016 879.00 4,930 4,650 10,666 880.00 7,244 6,087 16,753 881.00 9,665 8,455 25,207 882.00 12,448 11,057 36,264 883.00 16,517 14,483 50,746 884.00 24,279 20,398 71,144 885.00 30,406 27,343 98,487 Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=7.548 ac Peak Elev=876.00' Storage=0 cf 0.00 cfs 223 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 10 yr Rainfall=2.52"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 224HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.41' (Flood elevation advised) Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth = 0.00" for 3 hr / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 884.41' @ 5.00 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=0.00 cfs @ 5.00 hrs HW=884.41' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=884.41' 0.00 cfs0.00 cfs 224 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 10 yr Rainfall=3.00"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 225HydroCAD® 10.20-5b 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>0.26"Subcatchment 1S: Prop. Basin #1 Flow Length=323' Tc=4.2 min CN=87 Runoff=0.29 cfs 0.023 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>0.24"Subcatchment 7S: Prop. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.20 cfs 0.021 af Runoff Area=238,747 sf 73.61% Impervious Runoff Depth>0.29"Subcatchment 8S: Prop. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=1.60 cfs 0.133 af Peak Elev=885.11' Storage=504 cf Inflow=0.29 cfs 0.023 afPond 2P: Dry Pond Outflow=0.14 cfs 0.023 af Peak Elev=877.44' Storage=1,885 cf Inflow=0.32 cfs 0.043 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=877.95' Storage=5,793 cf Inflow=1.60 cfs 0.133 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.59' Inflow=0.14 cfs 0.023 afPond 5P: Control Structure Outflow=0.14 cfs 0.023 af Total Runoff Area = 7.548 ac Runoff Volume = 0.176 af Average Runoff Depth = 0.28" 32.47% Pervious = 2.451 ac 67.53% Impervious = 5.097 ac 225 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 10 yr Rainfall=3.00"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 226HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Prop. Basin #1 [49] Hint: Tc<2dt may require smaller dt [73] Warning: Peak may fall outside time span Runoff = 0.29 cfs @ 5.00 hrs, Volume= 0.023 af, Depth> 0.26" 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 Indy Huff 1st Quartile scaled to 6.00 hrs 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) 201918171615141312111098765Flow (cfs)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 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 10 yr Rainfall=3.00" Runoff Area=44,996 sf Runoff Volume=0.023 af Runoff Depth>0.26" Flow Length=323' Tc=4.2 min CN=87 0.29 cfs 226 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 10 yr Rainfall=3.00"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 227HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Prop. Basin #2 [73] Warning: Peak may fall outside time span Runoff = 0.20 cfs @ 5.05 hrs, Volume= 0.021 af, Depth> 0.24" 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 Indy Huff 1st Quartile scaled to 6.00 hrs 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) 201918171615141312111098765Flow (cfs)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 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 10 yr Rainfall=3.00" Runoff Area=45,029 sf Runoff Volume=0.021 af Runoff Depth>0.24" Flow Length=189' Tc=21.1 min CN=74 0.20 cfs 227 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 10 yr Rainfall=3.00"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 228HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Prop. Basin #3 [73] Warning: Peak may fall outside time span Runoff = 1.60 cfs @ 5.00 hrs, Volume= 0.133 af, Depth> 0.29" 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 Indy Huff 1st Quartile scaled to 6.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 10 yr Rainfall=3.00" Runoff Area=238,747 sf Runoff Volume=0.133 af Runoff Depth>0.29" Flow Length=910' Tc=9.2 min CN=88 1.60 cfs 228 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 10 yr Rainfall=3.00"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 229HydroCAD® 10.20-5b 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 > 0.26" for 6 hr / 10 yr event Inflow = 0.29 cfs @ 5.00 hrs, Volume= 0.023 af Outflow = 0.14 cfs @ 6.05 hrs, Volume= 0.023 af, Atten= 53%, Lag= 63.2 min Primary = 0.14 cfs @ 6.05 hrs, Volume= 0.023 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= 885.11' @ 6.05 hrs Surf.Area= 4,480 sf Storage= 504 cf Plug-Flow detention time= 40.6 min calculated for 0.022 af (98% of inflow) Center-of-Mass det. time= 37.6 min ( 367.6 - 330.0 ) 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=0.14 cfs @ 6.05 hrs HW=885.11' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.14 cfs @ 2.76 fps) 229 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 10 yr Rainfall=3.00"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 230HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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=885.11' Storage=504 cf 0.29 cfs 0.14 cfs 230 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 10 yr Rainfall=3.00"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 231HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond [82] Warning: Early inflow requires earlier time span Inflow Area = 2.067 ac, 51.41% Impervious, Inflow Depth > 0.25" for 6 hr / 10 yr event Inflow = 0.32 cfs @ 5.18 hrs, Volume= 0.043 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= 877.44' @ 12.60 hrs Surf.Area= 4,461 sf Storage= 1,885 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 881.80'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.01' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 231 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 10 yr Rainfall=3.00"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 232HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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=2.067 ac Peak Elev=877.44' Storage=1,885 cf 0.32 cfs 0.00 cfs 232 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 10 yr Rainfall=3.00"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 233HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: South Wet Pond [82] Warning: Early inflow requires earlier time span Inflow Area = 7.548 ac, 67.53% Impervious, Inflow Depth > 0.21" for 6 hr / 10 yr event Inflow = 1.60 cfs @ 5.00 hrs, Volume= 0.133 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= 877.95' @ 6.55 hrs Surf.Area= 4,285 sf Storage= 5,793 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 #1 876.00' 98,487 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 876.00 2,201 0 0 877.00 2,731 2,466 2,466 878.00 4,369 3,550 6,016 879.00 4,930 4,650 10,666 880.00 7,244 6,087 16,753 881.00 9,665 8,455 25,207 882.00 12,448 11,057 36,264 883.00 16,517 14,483 50,746 884.00 24,279 20,398 71,144 885.00 30,406 27,343 98,487 233 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 10 yr Rainfall=3.00"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 234HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=7.548 ac Peak Elev=877.95' Storage=5,793 cf 1.60 cfs 234 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 10 yr Rainfall=3.00"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 235HydroCAD® 10.20-5b 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 884.59' (Flood elevation advised) Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 0.26" for 6 hr / 10 yr event Inflow = 0.14 cfs @ 6.05 hrs, Volume= 0.023 af Outflow = 0.14 cfs @ 6.05 hrs, Volume= 0.023 af, Atten= 0%, Lag= 0.0 min Primary = 0.14 cfs @ 6.05 hrs, Volume= 0.023 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' @ 6.05 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 @ 6.05 hrs HW=884.59' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.14 cfs @ 1.44 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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 cfs0.14 cfs 235 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 10 yr Rainfall=3.48"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 236HydroCAD® 10.20-5b 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>1.54"Subcatchment 1S: Prop. Basin #1 Flow Length=323' Tc=4.2 min CN=87 Runoff=0.38 cfs 0.132 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>1.08"Subcatchment 7S: Prop. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.23 cfs 0.093 af Runoff Area=238,747 sf 73.61% Impervious Runoff Depth>1.60"Subcatchment 8S: Prop. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=2.07 cfs 0.731 af Peak Elev=885.37' Storage=1,703 cf Inflow=0.38 cfs 0.132 afPond 2P: Dry Pond Outflow=0.18 cfs 0.132 af Peak Elev=878.99' Storage=9,800 cf Inflow=0.39 cfs 0.225 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=881.63' Storage=31,835 cf Inflow=2.07 cfs 0.731 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.62' Inflow=0.18 cfs 0.132 afPond 5P: Control Structure Outflow=0.18 cfs 0.132 af Total Runoff Area = 7.548 ac Runoff Volume = 0.956 af Average Runoff Depth = 1.52" 32.47% Pervious = 2.451 ac 67.53% Impervious = 5.097 ac 236 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 10 yr Rainfall=3.48"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 237HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Prop. Basin #1 [49] Hint: Tc<2dt may require smaller dt [73] Warning: Peak may fall outside time span Runoff = 0.38 cfs @ 5.28 hrs, Volume= 0.132 af, Depth> 1.54" 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 Indy Huff 2nd Quartile scaled to 12.00 hrs 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) 201918171615141312111098765Flow (cfs)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 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 10 yr Rainfall=3.48" Runoff Area=44,996 sf Runoff Volume=0.132 af Runoff Depth>1.54" Flow Length=323' Tc=4.2 min CN=87 0.38 cfs 237 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 10 yr Rainfall=3.48"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 238HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Prop. Basin #2 Runoff = 0.23 cfs @ 6.23 hrs, Volume= 0.093 af, Depth> 1.08" 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 Indy Huff 2nd Quartile scaled to 12.00 hrs 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) 201918171615141312111098765Flow (cfs)0.25 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 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 10 yr Rainfall=3.48" Runoff Area=45,029 sf Runoff Volume=0.093 af Runoff Depth>1.08" Flow Length=189' Tc=21.1 min CN=74 0.23 cfs 238 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 10 yr Rainfall=3.48"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 239HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Prop. Basin #3 [73] Warning: Peak may fall outside time span Runoff = 2.07 cfs @ 5.21 hrs, Volume= 0.731 af, Depth> 1.60" 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 Indy Huff 2nd Quartile scaled to 12.00 hrs 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) 201918171615141312111098765Flow (cfs)2 1 0 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 10 yr Rainfall=3.48" Runoff Area=238,747 sf Runoff Volume=0.731 af Runoff Depth>1.60" Flow Length=910' Tc=9.2 min CN=88 2.07 cfs 239 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 10 yr Rainfall=3.48"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 240HydroCAD® 10.20-5b 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 > 1.54" for 12 hr / 10 yr event Inflow = 0.38 cfs @ 5.28 hrs, Volume= 0.132 af Outflow = 0.18 cfs @ 9.80 hrs, Volume= 0.132 af, Atten= 52%, Lag= 271.4 min Primary = 0.18 cfs @ 9.80 hrs, Volume= 0.132 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' @ 9.80 hrs Surf.Area= 4,792 sf Storage= 1,703 cf Plug-Flow detention time= 125.5 min calculated for 0.131 af (99% of inflow) Center-of-Mass det. time= 122.8 min ( 590.4 - 467.6 ) 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=0.18 cfs @ 9.80 hrs HW=885.37' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.18 cfs @ 3.69 fps) 240 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 10 yr Rainfall=3.48"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 241HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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 Inflow Area=1.033 ac Peak Elev=885.37' Storage=1,703 cf 0.38 cfs 0.18 cfs 241 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 10 yr Rainfall=3.48"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 242HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond [82] Warning: Early inflow requires earlier time span Inflow Area = 2.067 ac, 51.41% Impervious, Inflow Depth > 1.31" for 12 hr / 10 yr event Inflow = 0.39 cfs @ 6.36 hrs, Volume= 0.225 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= 878.99' @ 19.90 hrs Surf.Area= 5,752 sf Storage= 9,800 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 881.80'12.0" 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 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 10 yr Rainfall=3.48"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 243HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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 Inflow Area=2.067 ac Peak Elev=878.99' Storage=9,800 cf 0.39 cfs 0.00 cfs 243 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 10 yr Rainfall=3.48"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 244HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: South Wet Pond [82] Warning: Early inflow requires earlier time span Inflow Area = 7.548 ac, 67.53% Impervious, Inflow Depth > 1.16" for 12 hr / 10 yr event Inflow = 2.07 cfs @ 5.21 hrs, Volume= 0.731 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= 881.63' @ 12.55 hrs Surf.Area= 11,415 sf Storage= 31,835 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 #1 876.00' 98,487 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 876.00 2,201 0 0 877.00 2,731 2,466 2,466 878.00 4,369 3,550 6,016 879.00 4,930 4,650 10,666 880.00 7,244 6,087 16,753 881.00 9,665 8,455 25,207 882.00 12,448 11,057 36,264 883.00 16,517 14,483 50,746 884.00 24,279 20,398 71,144 885.00 30,406 27,343 98,487 244 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 10 yr Rainfall=3.48"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 245HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)2 1 0 Inflow Area=7.548 ac Peak Elev=881.63' Storage=31,835 cf 2.07 cfs 245 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 10 yr Rainfall=3.48"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 246HydroCAD® 10.20-5b 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 884.62' (Flood elevation advised) Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 1.54" for 12 hr / 10 yr event Inflow = 0.18 cfs @ 9.80 hrs, Volume= 0.132 af Outflow = 0.18 cfs @ 9.80 hrs, Volume= 0.132 af, Atten= 0%, Lag= 0.0 min Primary = 0.18 cfs @ 9.80 hrs, Volume= 0.132 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' @ 9.80 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 @ 9.80 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) 201918171615141312111098765Flow (cfs)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 cfs0.18 cfs 246 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 10 yr Rainfall=3.84"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 247HydroCAD® 10.20-5b 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>2.09"Subcatchment 1S: Prop. Basin #1 Flow Length=323' Tc=4.2 min CN=87 Runoff=0.29 cfs 0.180 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>1.15"Subcatchment 7S: Prop. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.20 cfs 0.099 af Runoff Area=238,747 sf 73.61% Impervious Runoff Depth>2.17"Subcatchment 8S: Prop. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=1.55 cfs 0.990 af Peak Elev=885.45' Storage=2,079 cf Inflow=0.29 cfs 0.180 afPond 2P: Dry Pond Outflow=0.19 cfs 0.136 af Peak Elev=879.06' Storage=10,178 cf Inflow=0.38 cfs 0.234 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=882.50' Storage=43,032 cf Inflow=1.55 cfs 0.990 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.62' Inflow=0.19 cfs 0.136 afPond 5P: Control Structure Outflow=0.19 cfs 0.136 af Total Runoff Area = 7.548 ac Runoff Volume = 1.268 af Average Runoff Depth = 2.02" 32.47% Pervious = 2.451 ac 67.53% Impervious = 5.097 ac 247 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 10 yr Rainfall=3.84"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 248HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Prop. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.29 cfs @ 16.80 hrs, Volume= 0.180 af, Depth> 2.09" 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 Indy Huff 3rd Quartile scaled to 24.00 hrs 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) 201918171615141312111098765Flow (cfs)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 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 10 yr Rainfall=3.84" Runoff Area=44,996 sf Runoff Volume=0.180 af Runoff Depth>2.09" Flow Length=323' Tc=4.2 min CN=87 0.29 cfs 248 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 10 yr Rainfall=3.84"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 249HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Prop. Basin #2 Runoff = 0.20 cfs @ 17.06 hrs, Volume= 0.099 af, Depth> 1.15" 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 Indy Huff 3rd Quartile scaled to 24.00 hrs 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) 201918171615141312111098765Flow (cfs)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 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 10 yr Rainfall=3.84" Runoff Area=45,029 sf Runoff Volume=0.099 af Runoff Depth>1.15" Flow Length=189' Tc=21.1 min CN=74 0.20 cfs 249 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 10 yr Rainfall=3.84"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 250HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Prop. Basin #3 Runoff = 1.55 cfs @ 16.84 hrs, Volume= 0.990 af, Depth> 2.17" 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 Indy Huff 3rd Quartile scaled to 24.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 10 yr Rainfall=3.84" Runoff Area=238,747 sf Runoff Volume=0.990 af Runoff Depth>2.17" Flow Length=910' Tc=9.2 min CN=88 1.55 cfs 250 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 10 yr Rainfall=3.84"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 251HydroCAD® 10.20-5b 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 > 2.09" for 24 hr / 10 yr event Inflow = 0.29 cfs @ 16.80 hrs, Volume= 0.180 af Outflow = 0.19 cfs @ 18.69 hrs, Volume= 0.136 af, Atten= 33%, Lag= 113.6 min Primary = 0.19 cfs @ 18.69 hrs, Volume= 0.136 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= 885.45' @ 18.69 hrs Surf.Area= 4,885 sf Storage= 2,079 cf Plug-Flow detention time= 76.2 min calculated for 0.135 af (75% of inflow) Center-of-Mass det. time= 6.7 min ( 905.2 - 898.4 ) 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 @ 18.69 hrs HW=885.45' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.19 cfs @ 3.93 fps) 251 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 10 yr Rainfall=3.84"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 252HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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=885.45' Storage=2,079 cf 0.29 cfs 0.19 cfs 252 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 10 yr Rainfall=3.84"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 253HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond [82] Warning: Early inflow requires earlier time span Inflow Area = 2.067 ac, 51.41% Impervious, Inflow Depth > 1.36" for 24 hr / 10 yr event Inflow = 0.38 cfs @ 17.15 hrs, Volume= 0.234 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= 879.06' @ 20.00 hrs Surf.Area= 5,793 sf Storage= 10,178 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 881.80'12.0" 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 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 10 yr Rainfall=3.84"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 254HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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 Inflow Area=2.067 ac Peak Elev=879.06' Storage=10,178 cf 0.38 cfs 0.00 cfs 254 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 10 yr Rainfall=3.84"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 255HydroCAD® 10.20-5b 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 3.44' @ 19.95 hrs Inflow Area = 7.548 ac, 67.53% Impervious, Inflow Depth > 1.57" for 24 hr / 10 yr event Inflow = 1.55 cfs @ 16.84 hrs, Volume= 0.990 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= 882.50' @ 20.00 hrs Surf.Area= 14,493 sf Storage= 43,032 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 #1 876.00' 98,487 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 876.00 2,201 0 0 877.00 2,731 2,466 2,466 878.00 4,369 3,550 6,016 879.00 4,930 4,650 10,666 880.00 7,244 6,087 16,753 881.00 9,665 8,455 25,207 882.00 12,448 11,057 36,264 883.00 16,517 14,483 50,746 884.00 24,279 20,398 71,144 885.00 30,406 27,343 98,487 255 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 10 yr Rainfall=3.84"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 256HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=7.548 ac Peak Elev=882.50' Storage=43,032 cf 1.55 cfs 256 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 10 yr Rainfall=3.84"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 257HydroCAD® 10.20-5b 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 884.62' (Flood elevation advised) Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 1.58" for 24 hr / 10 yr event Inflow = 0.19 cfs @ 18.69 hrs, Volume= 0.136 af Outflow = 0.19 cfs @ 18.69 hrs, Volume= 0.136 af, Atten= 0%, Lag= 0.0 min Primary = 0.19 cfs @ 18.69 hrs, Volume= 0.136 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' @ 18.69 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 @ 18.69 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) 201918171615141312111098765Flow (cfs)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 cfs0.19 cfs 257 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 10 yr Rainfall=1.63"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 258HydroCAD® 10.20-5b 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=0.00"Subcatchment 1S: Prop. Basin #1 Flow Length=323' Tc=4.2 min CN=87 Runoff=0.00 cfs 0.000 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth=0.00"Subcatchment 7S: Prop. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.00 cfs 0.000 af Runoff Area=238,747 sf 73.61% Impervious Runoff Depth=0.00"Subcatchment 8S: Prop. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=0.00 cfs 0.000 af Peak Elev=885.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 2P: Dry Pond Outflow=0.00 cfs 0.000 af Peak Elev=877.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=876.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.41' Inflow=0.00 cfs 0.000 afPond 5P: Control Structure Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 0.000 af Average Runoff Depth = 0.00" 32.47% Pervious = 2.451 ac 67.53% Impervious = 5.097 ac 258 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 10 yr Rainfall=1.63"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 259HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Prop. Basin #1 [49] Hint: Tc<2dt may require smaller dt [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 0.50 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 10 yr Rainfall=1.63" Runoff Area=44,996 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=323' Tc=4.2 min CN=87 0.00 cfs 259 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 10 yr Rainfall=1.63"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 260HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Prop. Basin #2 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 0.50 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 10 yr Rainfall=1.63" Runoff Area=45,029 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=189' Tc=21.1 min CN=74 0.00 cfs 260 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 10 yr Rainfall=1.63"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 261HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Prop. Basin #3 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 0.50 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 10 yr Rainfall=1.63" Runoff Area=238,747 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=910' Tc=9.2 min CN=88 0.00 cfs 261 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 10 yr Rainfall=1.63"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 262HydroCAD® 10.20-5b 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 = 0.00" for 30 min / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 885.00' @ 5.00 hrs Surf.Area= 4,343 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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=0.00 cfs @ 5.00 hrs HW=885.00' (Free Discharge) 1=Orifice/Grate (Passes 0.00 cfs of 0.11 cfs potential flow) 262 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 10 yr Rainfall=1.63"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 263HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=885.00' Storage=0 cf 0.00 cfs0.00 cfs 263 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 10 yr Rainfall=1.63"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 264HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond Inflow Area = 2.067 ac, 51.41% Impervious, Inflow Depth = 0.00" for 30 min / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, 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= 877.00' @ 5.00 hrs Surf.Area= 4,116 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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 881.80'12.0" 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 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 10 yr Rainfall=1.63"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 265HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=2.067 ac Peak Elev=877.00' Storage=0 cf 0.00 cfs0.00 cfs 265 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 10 yr Rainfall=1.63"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 266HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: South Wet Pond Inflow Area = 7.548 ac, 67.53% Impervious, Inflow Depth = 0.00" for 30 min / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 876.00' @ 5.00 hrs Surf.Area= 2,201 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 876.00' 98,487 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 876.00 2,201 0 0 877.00 2,731 2,466 2,466 878.00 4,369 3,550 6,016 879.00 4,930 4,650 10,666 880.00 7,244 6,087 16,753 881.00 9,665 8,455 25,207 882.00 12,448 11,057 36,264 883.00 16,517 14,483 50,746 884.00 24,279 20,398 71,144 885.00 30,406 27,343 98,487 Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=7.548 ac Peak Elev=876.00' Storage=0 cf 0.00 cfs 266 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 10 yr Rainfall=1.63"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 267HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.41' (Flood elevation advised) Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth = 0.00" for 30 min / 10 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 884.41' @ 5.00 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=0.00 cfs @ 5.00 hrs HW=884.41' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=884.41' 0.00 cfs0.00 cfs 267 Multi-Event TablesPost-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 268HydroCAD® 10.20-5b 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 0.00 0.000 0.00 2 hr / 10 yr 2.22 0.00 0.000 0.00 3 hr / 10 yr 2.52 0.00 0.000 0.00 6 hr / 10 yr 3.00 0.29 0.023 0.26 12 hr / 10 yr 3.48 0.38 0.132 1.54 24 hr / 10 yr 3.84 0.29 0.180 2.09 30 min / 10 yr 1.63 0.00 0.000 0.00 268 Multi-Event TablesPost-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 269HydroCAD® 10.20-5b 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 0.00 0.000 0.00 2 hr / 10 yr 2.22 0.00 0.000 0.00 3 hr / 10 yr 2.52 0.00 0.000 0.00 6 hr / 10 yr 3.00 0.20 0.021 0.24 12 hr / 10 yr 3.48 0.23 0.093 1.08 24 hr / 10 yr 3.84 0.20 0.099 1.15 30 min / 10 yr 1.63 0.00 0.000 0.00 269 Multi-Event TablesPost-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 270HydroCAD® 10.20-5b 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 0.00 0.000 0.00 2 hr / 10 yr 2.22 0.00 0.000 0.00 3 hr / 10 yr 2.52 0.00 0.000 0.00 6 hr / 10 yr 3.00 1.60 0.133 0.29 12 hr / 10 yr 3.48 2.07 0.731 1.60 24 hr / 10 yr 3.84 1.55 0.990 2.17 30 min / 10 yr 1.63 0.00 0.000 0.00 270 Multi-Event TablesPost-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 271HydroCAD® 10.20-5b 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 0.00 0.00 885.00 0 2 hr / 10 yr 0.00 0.00 885.00 0 3 hr / 10 yr 0.00 0.00 885.00 0 6 hr / 10 yr 0.29 0.14 885.11 504 12 hr / 10 yr 0.38 0.18 885.37 1,703 24 hr / 10 yr 0.29 0.19 885.45 2,079 30 min / 10 yr 0.00 0.00 885.00 0 271 Multi-Event TablesPost-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 272HydroCAD® 10.20-5b 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 0.00 0.00 877.00 0 2 hr / 10 yr 0.00 0.00 877.00 0 3 hr / 10 yr 0.00 0.00 877.00 0 6 hr / 10 yr 0.32 0.00 877.44 1,885 12 hr / 10 yr 0.39 0.00 878.99 9,800 24 hr / 10 yr 0.38 0.00 879.06 10,178 30 min / 10 yr 0.00 0.00 877.00 0 272 Multi-Event TablesPost-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 273HydroCAD® 10.20-5b 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 0.00 876.00 0 2 hr / 10 yr 0.00 876.00 0 3 hr / 10 yr 0.00 876.00 0 6 hr / 10 yr 1.60 877.95 5,793 12 hr / 10 yr 2.07 881.63 31,835 24 hr / 10 yr 1.55 882.50 43,032 30 min / 10 yr 0.00 876.00 0 273 Multi-Event TablesPost-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 274HydroCAD® 10.20-5b 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 0.00 0.00 884.41 0.000 2 hr / 10 yr 0.00 0.00 884.41 0.000 3 hr / 10 yr 0.00 0.00 884.41 0.000 6 hr / 10 yr 0.14 0.14 884.59 0.000 12 hr / 10 yr 0.18 0.18 884.62 0.000 24 hr / 10 yr 0.19 0.19 884.62 0.000 30 min / 10 yr 0.00 0.00 884.41 0.000 274 1S Prop. Basin #1 7S Prop. Basin #2 8S Prop. Basin #3 2P Dry Pond 3P North Wet Pond 4P South Wet Pond 5PCB Control Structure Routing Diagram for Post-Dev(09-05-24) Prepared by Badger Engineering, Printed 9/5/2024 HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link 275 Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 276HydroCAD® 10.20-5b 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 Indy Huff 1st Quartile Scale 1.00 1 3.03 2 2 2 hr / 100 yr Indy Huff 1st Quartile Scale 2.00 1 3.74 2 3 3 hr / 100 yr Indy Huff 1st Quartile Scale 3.00 1 4.26 2 4 6 hr / 100 yr Indy Huff 1st Quartile Scale 6.00 1 5.10 2 5 12 hr / 100 yr Indy Huff 2nd Quartile Scale 12.00 1 5.76 2 6 24 hr / 100 yr Indy Huff 3rd Quartile Scale 24.00 1 6.48 2 7 30 min / 100 yr Indy Huff 1st Quartile Scale 0.50 1 2.42 2 276 Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 277HydroCAD® 10.20-5b 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 277 Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 278HydroCAD® 10.20-5b 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 278 Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 279HydroCAD® 10.20-5b 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 279 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 100 yr Rainfall=3.03"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 280HydroCAD® 10.20-5b 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=0.00"Subcatchment 1S: Prop. Basin #1 Flow Length=323' Tc=4.2 min CN=87 Runoff=0.00 cfs 0.000 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth=0.00"Subcatchment 7S: Prop. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.00 cfs 0.000 af Runoff Area=238,747 sf 73.61% Impervious Runoff Depth=0.00"Subcatchment 8S: Prop. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=0.00 cfs 0.000 af Peak Elev=885.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 2P: Dry Pond Outflow=0.00 cfs 0.000 af Peak Elev=877.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=876.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.41' Inflow=0.00 cfs 0.000 afPond 5P: Control Structure Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 0.000 af Average Runoff Depth = 0.00" 32.47% Pervious = 2.451 ac 67.53% Impervious = 5.097 ac 280 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 100 yr Rainfall=3.03"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 281HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Prop. Basin #1 [49] Hint: Tc<2dt may require smaller dt [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 1.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 100 yr Rainfall=3.03" Runoff Area=44,996 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=323' Tc=4.2 min CN=87 0.00 cfs 281 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 100 yr Rainfall=3.03"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 282HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Prop. Basin #2 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 1.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 100 yr Rainfall=3.03" Runoff Area=45,029 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=189' Tc=21.1 min CN=74 0.00 cfs 282 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 100 yr Rainfall=3.03"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 283HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Prop. Basin #3 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 1.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 100 yr Rainfall=3.03" Runoff Area=238,747 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=910' Tc=9.2 min CN=88 0.00 cfs 283 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 100 yr Rainfall=3.03"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 284HydroCAD® 10.20-5b 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 = 0.00" for 1 hr / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 885.00' @ 5.00 hrs Surf.Area= 4,343 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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=0.00 cfs @ 5.00 hrs HW=885.00' (Free Discharge) 1=Orifice/Grate (Passes 0.00 cfs of 0.11 cfs potential flow) 284 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 100 yr Rainfall=3.03"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 285HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond InflowPrimary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=885.00' Storage=0 cf 0.00 cfs0.00 cfs 285 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 100 yr Rainfall=3.03"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 286HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond Inflow Area = 2.067 ac, 51.41% Impervious, Inflow Depth = 0.00" for 1 hr / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, 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= 877.00' @ 5.00 hrs Surf.Area= 4,116 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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 881.80'12.0" 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 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 100 yr Rainfall=3.03"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 287HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond InflowPrimary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=2.067 ac Peak Elev=877.00' Storage=0 cf 0.00 cfs0.00 cfs 287 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 100 yr Rainfall=3.03"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 288HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: South Wet Pond Inflow Area = 7.548 ac, 67.53% Impervious, Inflow Depth = 0.00" for 1 hr / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 876.00' @ 5.00 hrs Surf.Area= 2,201 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 876.00' 98,487 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 876.00 2,201 0 0 877.00 2,731 2,466 2,466 878.00 4,369 3,550 6,016 879.00 4,930 4,650 10,666 880.00 7,244 6,087 16,753 881.00 9,665 8,455 25,207 882.00 12,448 11,057 36,264 883.00 16,517 14,483 50,746 884.00 24,279 20,398 71,144 885.00 30,406 27,343 98,487 Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=7.548 ac Peak Elev=876.00' Storage=0 cf 0.00 cfs 288 Indy Huff 1st Quartile scaled to 1.00 hrs 1 hr / 100 yr Rainfall=3.03"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 289HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.41' (Flood elevation advised) Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth = 0.00" for 1 hr / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 884.41' @ 5.00 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=0.00 cfs @ 5.00 hrs HW=884.41' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=884.41' 0.00 cfs0.00 cfs 289 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 100 yr Rainfall=3.74"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 290HydroCAD® 10.20-5b 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=0.00"Subcatchment 1S: Prop. Basin #1 Flow Length=323' Tc=4.2 min CN=87 Runoff=0.00 cfs 0.000 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth=0.00"Subcatchment 7S: Prop. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.00 cfs 0.000 af Runoff Area=238,747 sf 73.61% Impervious Runoff Depth=0.00"Subcatchment 8S: Prop. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=0.00 cfs 0.000 af Peak Elev=885.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 2P: Dry Pond Outflow=0.00 cfs 0.000 af Peak Elev=877.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=876.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.41' Inflow=0.00 cfs 0.000 afPond 5P: Control Structure Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 0.000 af Average Runoff Depth = 0.00" 32.47% Pervious = 2.451 ac 67.53% Impervious = 5.097 ac 290 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 100 yr Rainfall=3.74"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 291HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Prop. Basin #1 [49] Hint: Tc<2dt may require smaller dt [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 2.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 100 yr Rainfall=3.74" Runoff Area=44,996 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=323' Tc=4.2 min CN=87 0.00 cfs 291 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 100 yr Rainfall=3.74"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 292HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Prop. Basin #2 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 2.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 100 yr Rainfall=3.74" Runoff Area=45,029 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=189' Tc=21.1 min CN=74 0.00 cfs 292 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 100 yr Rainfall=3.74"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 293HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Prop. Basin #3 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 2.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 100 yr Rainfall=3.74" Runoff Area=238,747 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=910' Tc=9.2 min CN=88 0.00 cfs 293 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 100 yr Rainfall=3.74"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 294HydroCAD® 10.20-5b 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 = 0.00" for 2 hr / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 885.00' @ 5.00 hrs Surf.Area= 4,343 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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=0.00 cfs @ 5.00 hrs HW=885.00' (Free Discharge) 1=Orifice/Grate (Passes 0.00 cfs of 0.11 cfs potential flow) 294 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 100 yr Rainfall=3.74"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 295HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=885.00' Storage=0 cf 0.00 cfs0.00 cfs 295 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 100 yr Rainfall=3.74"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 296HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond Inflow Area = 2.067 ac, 51.41% Impervious, Inflow Depth = 0.00" for 2 hr / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, 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= 877.00' @ 5.00 hrs Surf.Area= 4,116 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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 881.80'12.0" 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) 296 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 100 yr Rainfall=3.74"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 297HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=2.067 ac Peak Elev=877.00' Storage=0 cf 0.00 cfs0.00 cfs 297 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 100 yr Rainfall=3.74"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 298HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: South Wet Pond Inflow Area = 7.548 ac, 67.53% Impervious, Inflow Depth = 0.00" for 2 hr / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 876.00' @ 5.00 hrs Surf.Area= 2,201 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 876.00' 98,487 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 876.00 2,201 0 0 877.00 2,731 2,466 2,466 878.00 4,369 3,550 6,016 879.00 4,930 4,650 10,666 880.00 7,244 6,087 16,753 881.00 9,665 8,455 25,207 882.00 12,448 11,057 36,264 883.00 16,517 14,483 50,746 884.00 24,279 20,398 71,144 885.00 30,406 27,343 98,487 Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=7.548 ac Peak Elev=876.00' Storage=0 cf 0.00 cfs 298 Indy Huff 1st Quartile scaled to 2.00 hrs 2 hr / 100 yr Rainfall=3.74"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 299HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.41' (Flood elevation advised) Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth = 0.00" for 2 hr / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 884.41' @ 5.00 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=0.00 cfs @ 5.00 hrs HW=884.41' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=884.41' 0.00 cfs0.00 cfs 299 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 100 yr Rainfall=4.26"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 300HydroCAD® 10.20-5b 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=0.00"Subcatchment 1S: Prop. Basin #1 Flow Length=323' Tc=4.2 min CN=87 Runoff=0.00 cfs 0.000 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth=0.00"Subcatchment 7S: Prop. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.00 cfs 0.000 af Runoff Area=238,747 sf 73.61% Impervious Runoff Depth=0.00"Subcatchment 8S: Prop. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=0.00 cfs 0.000 af Peak Elev=885.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 2P: Dry Pond Outflow=0.00 cfs 0.000 af Peak Elev=877.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=876.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.41' Inflow=0.00 cfs 0.000 afPond 5P: Control Structure Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 0.000 af Average Runoff Depth = 0.00" 32.47% Pervious = 2.451 ac 67.53% Impervious = 5.097 ac 300 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 100 yr Rainfall=4.26"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 301HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Prop. Basin #1 [49] Hint: Tc<2dt may require smaller dt [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 3.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 100 yr Rainfall=4.26" Runoff Area=44,996 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=323' Tc=4.2 min CN=87 0.00 cfs 301 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 100 yr Rainfall=4.26"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 302HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Prop. Basin #2 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 3.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 100 yr Rainfall=4.26" Runoff Area=45,029 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=189' Tc=21.1 min CN=74 0.00 cfs 302 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 100 yr Rainfall=4.26"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 303HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Prop. Basin #3 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 3.00 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 100 yr Rainfall=4.26" Runoff Area=238,747 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=910' Tc=9.2 min CN=88 0.00 cfs 303 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 100 yr Rainfall=4.26"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 304HydroCAD® 10.20-5b 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 = 0.00" for 3 hr / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 885.00' @ 5.00 hrs Surf.Area= 4,343 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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=0.00 cfs @ 5.00 hrs HW=885.00' (Free Discharge) 1=Orifice/Grate (Passes 0.00 cfs of 0.11 cfs potential flow) 304 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 100 yr Rainfall=4.26"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 305HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=885.00' Storage=0 cf 0.00 cfs0.00 cfs 305 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 100 yr Rainfall=4.26"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 306HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond Inflow Area = 2.067 ac, 51.41% Impervious, Inflow Depth = 0.00" for 3 hr / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, 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= 877.00' @ 5.00 hrs Surf.Area= 4,116 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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 881.80'12.0" 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) 306 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 100 yr Rainfall=4.26"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 307HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=2.067 ac Peak Elev=877.00' Storage=0 cf 0.00 cfs0.00 cfs 307 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 100 yr Rainfall=4.26"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 308HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: South Wet Pond Inflow Area = 7.548 ac, 67.53% Impervious, Inflow Depth = 0.00" for 3 hr / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 876.00' @ 5.00 hrs Surf.Area= 2,201 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 876.00' 98,487 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 876.00 2,201 0 0 877.00 2,731 2,466 2,466 878.00 4,369 3,550 6,016 879.00 4,930 4,650 10,666 880.00 7,244 6,087 16,753 881.00 9,665 8,455 25,207 882.00 12,448 11,057 36,264 883.00 16,517 14,483 50,746 884.00 24,279 20,398 71,144 885.00 30,406 27,343 98,487 Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=7.548 ac Peak Elev=876.00' Storage=0 cf 0.00 cfs 308 Indy Huff 1st Quartile scaled to 3.00 hrs 3 hr / 100 yr Rainfall=4.26"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 309HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.41' (Flood elevation advised) Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth = 0.00" for 3 hr / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 884.41' @ 5.00 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=0.00 cfs @ 5.00 hrs HW=884.41' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=884.41' 0.00 cfs0.00 cfs 309 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 100 yr Rainfall=5.10"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 310HydroCAD® 10.20-5b 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>0.49"Subcatchment 1S: Prop. Basin #1 Flow Length=323' Tc=4.2 min CN=87 Runoff=0.54 cfs 0.042 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>0.52"Subcatchment 7S: Prop. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.46 cfs 0.045 af Runoff Area=238,747 sf 73.61% Impervious Runoff Depth>0.53"Subcatchment 8S: Prop. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=2.95 cfs 0.244 af Peak Elev=885.28' Storage=1,251 cf Inflow=0.54 cfs 0.042 afPond 2P: Dry Pond Outflow=0.17 cfs 0.042 af Peak Elev=877.85' Storage=3,795 cf Inflow=0.58 cfs 0.087 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=878.99' Storage=10,608 cf Inflow=2.95 cfs 0.244 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.61' Inflow=0.17 cfs 0.042 afPond 5P: Control Structure Outflow=0.17 cfs 0.042 af Total Runoff Area = 7.548 ac Runoff Volume = 0.331 af Average Runoff Depth = 0.53" 32.47% Pervious = 2.451 ac 67.53% Impervious = 5.097 ac 310 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 100 yr Rainfall=5.10"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 311HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Prop. Basin #1 [49] Hint: Tc<2dt may require smaller dt [73] Warning: Peak may fall outside time span Runoff = 0.54 cfs @ 5.00 hrs, Volume= 0.042 af, Depth> 0.49" 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 Indy Huff 1st Quartile scaled to 6.00 hrs 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) 201918171615141312111098765Flow (cfs)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 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 100 yr Rainfall=5.10" Runoff Area=44,996 sf Runoff Volume=0.042 af Runoff Depth>0.49" Flow Length=323' Tc=4.2 min CN=87 0.54 cfs 311 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 100 yr Rainfall=5.10"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 312HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Prop. Basin #2 [73] Warning: Peak may fall outside time span Runoff = 0.46 cfs @ 5.00 hrs, Volume= 0.045 af, Depth> 0.52" 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 Indy Huff 1st Quartile scaled to 6.00 hrs 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) 201918171615141312111098765Flow (cfs)0.5 0.48 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 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 100 yr Rainfall=5.10" Runoff Area=45,029 sf Runoff Volume=0.045 af Runoff Depth>0.52" Flow Length=189' Tc=21.1 min CN=74 0.46 cfs 312 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 100 yr Rainfall=5.10"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 313HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Prop. Basin #3 [73] Warning: Peak may fall outside time span Runoff = 2.95 cfs @ 5.00 hrs, Volume= 0.244 af, Depth> 0.53" 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 Indy Huff 1st Quartile scaled to 6.00 hrs 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) 201918171615141312111098765Flow (cfs)3 2 1 0 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 100 yr Rainfall=5.10" Runoff Area=238,747 sf Runoff Volume=0.244 af Runoff Depth>0.53" Flow Length=910' Tc=9.2 min CN=88 2.95 cfs 313 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 100 yr Rainfall=5.10"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 314HydroCAD® 10.20-5b 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 > 0.49" for 6 hr / 100 yr event Inflow = 0.54 cfs @ 5.00 hrs, Volume= 0.042 af Outflow = 0.17 cfs @ 6.08 hrs, Volume= 0.042 af, Atten= 69%, Lag= 64.5 min Primary = 0.17 cfs @ 6.08 hrs, Volume= 0.042 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= 885.28' @ 6.08 hrs Surf.Area= 4,677 sf Storage= 1,251 cf Plug-Flow detention time= 78.1 min calculated for 0.041 af (97% of inflow) Center-of-Mass det. time= 75.1 min ( 405.1 - 329.9 ) 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=0.17 cfs @ 6.08 hrs HW=885.28' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.17 cfs @ 3.38 fps) 314 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 100 yr Rainfall=5.10"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 315HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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=1.033 ac Peak Elev=885.28' Storage=1,251 cf 0.54 cfs 0.17 cfs 315 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 100 yr Rainfall=5.10"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 316HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond [82] Warning: Early inflow requires earlier time span Inflow Area = 2.067 ac, 51.41% Impervious, Inflow Depth > 0.51" for 6 hr / 100 yr event Inflow = 0.58 cfs @ 5.15 hrs, Volume= 0.087 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= 877.85' @ 14.10 hrs Surf.Area= 4,785 sf Storage= 3,795 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 881.80'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.01' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 316 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 100 yr Rainfall=5.10"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 317HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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=877.85' Storage=3,795 cf 0.58 cfs 0.00 cfs 317 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 100 yr Rainfall=5.10"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 318HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: South Wet Pond [82] Warning: Early inflow requires earlier time span Inflow Area = 7.548 ac, 67.53% Impervious, Inflow Depth > 0.39" for 6 hr / 100 yr event Inflow = 2.95 cfs @ 5.00 hrs, Volume= 0.244 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= 878.99' @ 6.55 hrs Surf.Area= 4,923 sf Storage= 10,608 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 #1 876.00' 98,487 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 876.00 2,201 0 0 877.00 2,731 2,466 2,466 878.00 4,369 3,550 6,016 879.00 4,930 4,650 10,666 880.00 7,244 6,087 16,753 881.00 9,665 8,455 25,207 882.00 12,448 11,057 36,264 883.00 16,517 14,483 50,746 884.00 24,279 20,398 71,144 885.00 30,406 27,343 98,487 318 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 100 yr Rainfall=5.10"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 319HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Inflow Area=7.548 ac Peak Elev=878.99' Storage=10,608 cf 2.95 cfs 319 Indy Huff 1st Quartile scaled to 6.00 hrs 6 hr / 100 yr Rainfall=5.10"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 320HydroCAD® 10.20-5b 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 884.61' (Flood elevation advised) Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 0.49" for 6 hr / 100 yr event Inflow = 0.17 cfs @ 6.08 hrs, Volume= 0.042 af Outflow = 0.17 cfs @ 6.08 hrs, Volume= 0.042 af, Atten= 0%, Lag= 0.0 min Primary = 0.17 cfs @ 6.08 hrs, Volume= 0.042 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' @ 6.08 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=0.17 cfs @ 6.08 hrs HW=884.61' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.17 cfs @ 1.51 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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 cfs0.17 cfs 320 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 100 yr Rainfall=5.76"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 321HydroCAD® 10.20-5b 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>2.81"Subcatchment 1S: Prop. Basin #1 Flow Length=323' Tc=4.2 min CN=87 Runoff=0.73 cfs 0.242 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>2.38"Subcatchment 7S: Prop. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.53 cfs 0.205 af Runoff Area=238,747 sf 73.61% Impervious Runoff Depth>2.89"Subcatchment 8S: Prop. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=3.99 cfs 1.322 af Peak Elev=885.97' Storage=4,759 cf Inflow=0.73 cfs 0.242 afPond 2P: Dry Pond Outflow=0.26 cfs 0.242 af Peak Elev=880.54' Storage=19,464 cf Inflow=0.73 cfs 0.447 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=883.38' Storage=57,589 cf Inflow=3.99 cfs 1.322 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.66' Inflow=0.26 cfs 0.242 afPond 5P: Control Structure Outflow=0.26 cfs 0.242 af Total Runoff Area = 7.548 ac Runoff Volume = 1.769 af Average Runoff Depth = 2.81" 32.47% Pervious = 2.451 ac 67.53% Impervious = 5.097 ac 321 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 100 yr Rainfall=5.76"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 322HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Prop. Basin #1 [49] Hint: Tc<2dt may require smaller dt [73] Warning: Peak may fall outside time span Runoff = 0.73 cfs @ 5.00 hrs, Volume= 0.242 af, Depth> 2.81" 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 Indy Huff 2nd Quartile scaled to 12.00 hrs 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) 201918171615141312111098765Flow (cfs)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 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 100 yr Rainfall=5.76" Runoff Area=44,996 sf Runoff Volume=0.242 af Runoff Depth>2.81" Flow Length=323' Tc=4.2 min CN=87 0.73 cfs 322 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 100 yr Rainfall=5.76"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 323HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Prop. Basin #2 Runoff = 0.53 cfs @ 6.05 hrs, Volume= 0.205 af, Depth> 2.38" 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 Indy Huff 2nd Quartile scaled to 12.00 hrs 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) 201918171615141312111098765Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 100 yr Rainfall=5.76" Runoff Area=45,029 sf Runoff Volume=0.205 af Runoff Depth>2.38" Flow Length=189' Tc=21.1 min CN=74 0.53 cfs 323 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 100 yr Rainfall=5.76"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 324HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Prop. Basin #3 [73] Warning: Peak may fall outside time span Runoff = 3.99 cfs @ 5.00 hrs, Volume= 1.322 af, Depth> 2.89" 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 Indy Huff 2nd Quartile scaled to 12.00 hrs 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) 201918171615141312111098765Flow (cfs)4 3 2 1 0 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 100 yr Rainfall=5.76" Runoff Area=238,747 sf Runoff Volume=1.322 af Runoff Depth>2.89" Flow Length=910' Tc=9.2 min CN=88 3.99 cfs 324 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 100 yr Rainfall=5.76"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 325HydroCAD® 10.20-5b 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 > 2.81" for 12 hr / 100 yr event Inflow = 0.73 cfs @ 5.00 hrs, Volume= 0.242 af Outflow = 0.26 cfs @ 10.81 hrs, Volume= 0.242 af, Atten= 65%, Lag= 348.5 min Primary = 0.26 cfs @ 10.81 hrs, Volume= 0.242 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= 885.97' @ 10.81 hrs Surf.Area= 5,506 sf Storage= 4,759 cf Plug-Flow detention time= 233.1 min calculated for 0.240 af (99% of inflow) Center-of-Mass det. time= 229.4 min ( 693.7 - 464.3 ) 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=0.26 cfs @ 10.81 hrs HW=885.97' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.26 cfs @ 5.23 fps) 325 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 100 yr Rainfall=5.76"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 326HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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=1.033 ac Peak Elev=885.97' Storage=4,759 cf 0.73 cfs 0.26 cfs 326 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 100 yr Rainfall=5.76"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 327HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond [82] Warning: Early inflow requires earlier time span Inflow Area = 2.067 ac, 51.41% Impervious, Inflow Depth > 2.59" for 12 hr / 100 yr event Inflow = 0.73 cfs @ 6.23 hrs, Volume= 0.447 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= 880.54' @ 20.00 hrs Surf.Area= 6,858 sf Storage= 19,464 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 881.80'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.01' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) 327 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 100 yr Rainfall=5.76"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 328HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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=880.54' Storage=19,464 cf 0.73 cfs 0.00 cfs 328 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 100 yr Rainfall=5.76"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 329HydroCAD® 10.20-5b 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 3.59' @ 10.85 hrs Inflow Area = 7.548 ac, 67.53% Impervious, Inflow Depth > 2.10" for 12 hr / 100 yr event Inflow = 3.99 cfs @ 5.00 hrs, Volume= 1.322 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= 883.38' @ 12.55 hrs Surf.Area= 19,469 sf Storage= 57,589 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 #1 876.00' 98,487 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 876.00 2,201 0 0 877.00 2,731 2,466 2,466 878.00 4,369 3,550 6,016 879.00 4,930 4,650 10,666 880.00 7,244 6,087 16,753 881.00 9,665 8,455 25,207 882.00 12,448 11,057 36,264 883.00 16,517 14,483 50,746 884.00 24,279 20,398 71,144 885.00 30,406 27,343 98,487 329 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 100 yr Rainfall=5.76"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 330HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)4 3 2 1 0 Inflow Area=7.548 ac Peak Elev=883.38' Storage=57,589 cf 3.99 cfs 330 Indy Huff 2nd Quartile scaled to 12.00 hrs 12 hr / 100 yr Rainfall=5.76"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 331HydroCAD® 10.20-5b 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 884.66' (Flood elevation advised) Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 2.81" for 12 hr / 100 yr event Inflow = 0.26 cfs @ 10.81 hrs, Volume= 0.242 af Outflow = 0.26 cfs @ 10.81 hrs, Volume= 0.242 af, Atten= 0%, Lag= 0.0 min Primary = 0.26 cfs @ 10.81 hrs, Volume= 0.242 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' @ 10.81 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=0.26 cfs @ 10.81 hrs HW=884.66' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.26 cfs @ 1.69 fps) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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 cfs0.26 cfs 331 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 100 yr Rainfall=6.48"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 332HydroCAD® 10.20-5b 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>4.23"Subcatchment 1S: Prop. Basin #1 Flow Length=323' Tc=4.2 min CN=87 Runoff=0.53 cfs 0.364 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth>2.91"Subcatchment 7S: Prop. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.44 cfs 0.251 af Runoff Area=238,747 sf 73.61% Impervious Runoff Depth>4.31"Subcatchment 8S: Prop. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=2.84 cfs 1.967 af Peak Elev=886.27' Storage=6,469 cf Inflow=0.53 cfs 0.364 afPond 2P: Dry Pond Outflow=0.29 cfs 0.216 af Peak Elev=880.66' Storage=20,294 cf Inflow=0.71 cfs 0.467 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.56' Storage=85,567 cf Inflow=2.84 cfs 1.967 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.67' Inflow=0.29 cfs 0.216 afPond 5P: Control Structure Outflow=0.29 cfs 0.216 af Total Runoff Area = 7.548 ac Runoff Volume = 2.582 af Average Runoff Depth = 4.11" 32.47% Pervious = 2.451 ac 67.53% Impervious = 5.097 ac 332 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 100 yr Rainfall=6.48"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 333HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Prop. Basin #1 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.53 cfs @ 16.10 hrs, Volume= 0.364 af, Depth> 4.23" 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 Indy Huff 3rd Quartile scaled to 24.00 hrs 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) 201918171615141312111098765Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 100 yr Rainfall=6.48" Runoff Area=44,996 sf Runoff Volume=0.364 af Runoff Depth>4.23" Flow Length=323' Tc=4.2 min CN=87 0.53 cfs 333 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 100 yr Rainfall=6.48"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 334HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Prop. Basin #2 Runoff = 0.44 cfs @ 16.98 hrs, Volume= 0.251 af, Depth> 2.91" 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 Indy Huff 3rd Quartile scaled to 24.00 hrs 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) 201918171615141312111098765Flow (cfs)0.48 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 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 100 yr Rainfall=6.48" Runoff Area=45,029 sf Runoff Volume=0.251 af Runoff Depth>2.91" Flow Length=189' Tc=21.1 min CN=74 0.44 cfs 334 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 100 yr Rainfall=6.48"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 335HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Prop. Basin #3 Runoff = 2.84 cfs @ 15.76 hrs, Volume= 1.967 af, Depth> 4.31" 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 Indy Huff 3rd Quartile scaled to 24.00 hrs 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) 201918171615141312111098765Flow (cfs)3 2 1 0 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 100 yr Rainfall=6.48" Runoff Area=238,747 sf Runoff Volume=1.967 af Runoff Depth>4.31" Flow Length=910' Tc=9.2 min CN=88 2.84 cfs 335 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 100 yr Rainfall=6.48"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 336HydroCAD® 10.20-5b 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 > 4.23" for 24 hr / 100 yr event Inflow = 0.53 cfs @ 16.10 hrs, Volume= 0.364 af Outflow = 0.29 cfs @ 19.35 hrs, Volume= 0.216 af, Atten= 46%, Lag= 194.9 min Primary = 0.29 cfs @ 19.35 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= 886.27' @ 19.35 hrs Surf.Area= 5,900 sf Storage= 6,469 cf Plug-Flow detention time= 124.2 min calculated for 0.216 af (59% of inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) 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 @ 19.35 hrs HW=886.27' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.29 cfs @ 5.86 fps) 336 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 100 yr Rainfall=6.48"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 337HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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=1.033 ac Peak Elev=886.27' Storage=6,469 cf 0.53 cfs 0.29 cfs 337 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 100 yr Rainfall=6.48"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 338HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond [82] Warning: Early inflow requires earlier time span Inflow Area = 2.067 ac, 51.41% Impervious, Inflow Depth > 2.71" for 24 hr / 100 yr event Inflow = 0.71 cfs @ 17.05 hrs, Volume= 0.467 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= 880.66' @ 20.00 hrs Surf.Area= 6,971 sf Storage= 20,294 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 881.80'12.0" 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) 338 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 100 yr Rainfall=6.48"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 339HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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=880.66' Storage=20,294 cf 0.71 cfs 0.00 cfs 339 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 100 yr Rainfall=6.48"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 340HydroCAD® 10.20-5b 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 4.05' @ 17.40 hrs Inflow Area = 7.548 ac, 67.53% Impervious, Inflow Depth > 3.13" for 24 hr / 100 yr event Inflow = 2.84 cfs @ 15.76 hrs, Volume= 1.967 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= 884.56' @ 20.00 hrs Surf.Area= 27,681 sf Storage= 85,567 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 #1 876.00' 98,487 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 876.00 2,201 0 0 877.00 2,731 2,466 2,466 878.00 4,369 3,550 6,016 879.00 4,930 4,650 10,666 880.00 7,244 6,087 16,753 881.00 9,665 8,455 25,207 882.00 12,448 11,057 36,264 883.00 16,517 14,483 50,746 884.00 24,279 20,398 71,144 885.00 30,406 27,343 98,487 340 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 100 yr Rainfall=6.48"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 341HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Inflow Area=7.548 ac Peak Elev=884.56' Storage=85,567 cf 2.84 cfs 341 Indy Huff 3rd Quartile scaled to 24.00 hrs 24 hr / 100 yr Rainfall=6.48"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 342HydroCAD® 10.20-5b 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 884.67' (Flood elevation advised) [79] Warning: Submerged Pond 2P Primary device # 1 by 0.01' Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth > 2.51" for 24 hr / 100 yr event Inflow = 0.29 cfs @ 19.35 hrs, Volume= 0.216 af Outflow = 0.29 cfs @ 19.35 hrs, Volume= 0.216 af, Atten= 0%, Lag= 0.0 min Primary = 0.29 cfs @ 19.35 hrs, Volume= 0.216 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' @ 19.35 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=0.29 cfs @ 19.35 hrs HW=884.67' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.29 cfs @ 1.75 fps) Pond 5P: Control Structure InflowPrimary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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 cfs0.29 cfs 342 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 100 yr Rainfall=2.42"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 343HydroCAD® 10.20-5b 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=0.00"Subcatchment 1S: Prop. Basin #1 Flow Length=323' Tc=4.2 min CN=87 Runoff=0.00 cfs 0.000 af Runoff Area=45,029 sf 33.94% Impervious Runoff Depth=0.00"Subcatchment 7S: Prop. Basin #2 Flow Length=189' Tc=21.1 min CN=74 Runoff=0.00 cfs 0.000 af Runoff Area=238,747 sf 73.61% Impervious Runoff Depth=0.00"Subcatchment 8S: Prop. Basin #3 Flow Length=910' Tc=9.2 min CN=88 Runoff=0.00 cfs 0.000 af Peak Elev=885.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 2P: Dry Pond Outflow=0.00 cfs 0.000 af Peak Elev=877.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 3P: North Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=876.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 4P: South Wet Pond Outflow=0.00 cfs 0.000 af Peak Elev=884.41' Inflow=0.00 cfs 0.000 afPond 5P: Control Structure Outflow=0.00 cfs 0.000 af Total Runoff Area = 7.548 ac Runoff Volume = 0.000 af Average Runoff Depth = 0.00" 32.47% Pervious = 2.451 ac 67.53% Impervious = 5.097 ac 343 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 100 yr Rainfall=2.42"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 344HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Prop. Basin #1 [49] Hint: Tc<2dt may require smaller dt [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 0.50 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 100 yr Rainfall=2.42" Runoff Area=44,996 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=323' Tc=4.2 min CN=87 0.00 cfs 344 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 100 yr Rainfall=2.42"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 345HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Prop. Basin #2 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 0.50 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 100 yr Rainfall=2.42" Runoff Area=45,029 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=189' Tc=21.1 min CN=74 0.00 cfs 345 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 100 yr Rainfall=2.42"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 346HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Prop. Basin #3 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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 Indy Huff 1st Quartile scaled to 0.50 hrs 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) 201918171615141312111098765Flow (cfs)1 0 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 100 yr Rainfall=2.42" Runoff Area=238,747 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=910' Tc=9.2 min CN=88 0.00 cfs 346 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 100 yr Rainfall=2.42"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 347HydroCAD® 10.20-5b 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 = 0.00" for 30 min / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 885.00' @ 5.00 hrs Surf.Area= 4,343 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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=0.00 cfs @ 5.00 hrs HW=885.00' (Free Discharge) 1=Orifice/Grate (Passes 0.00 cfs of 0.11 cfs potential flow) 347 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 100 yr Rainfall=2.42"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 348HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=885.00' Storage=0 cf 0.00 cfs0.00 cfs 348 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 100 yr Rainfall=2.42"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 349HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: North Wet Pond Inflow Area = 2.067 ac, 51.41% Impervious, Inflow Depth = 0.00" for 30 min / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, 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= 877.00' @ 5.00 hrs Surf.Area= 4,116 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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 881.80'12.0" 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) 349 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 100 yr Rainfall=2.42"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 350HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Pond 3P: North Wet Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=2.067 ac Peak Elev=877.00' Storage=0 cf 0.00 cfs0.00 cfs 350 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 100 yr Rainfall=2.42"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 351HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: South Wet Pond Inflow Area = 7.548 ac, 67.53% Impervious, Inflow Depth = 0.00" for 30 min / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 876.00' @ 5.00 hrs Surf.Area= 2,201 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 876.00' 98,487 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 876.00 2,201 0 0 877.00 2,731 2,466 2,466 878.00 4,369 3,550 6,016 879.00 4,930 4,650 10,666 880.00 7,244 6,087 16,753 881.00 9,665 8,455 25,207 882.00 12,448 11,057 36,264 883.00 16,517 14,483 50,746 884.00 24,279 20,398 71,144 885.00 30,406 27,343 98,487 Pond 4P: South Wet Pond Inflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=7.548 ac Peak Elev=876.00' Storage=0 cf 0.00 cfs 351 Indy Huff 1st Quartile scaled to 0.50 hrs 30 min / 100 yr Rainfall=2.42"Post-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 352HydroCAD® 10.20-5b s/n 02962 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Control Structure [57] Hint: Peaked at 884.41' (Flood elevation advised) Inflow Area = 1.033 ac, 68.90% Impervious, Inflow Depth = 0.00" for 30 min / 100 yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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= 884.41' @ 5.00 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=0.00 cfs @ 5.00 hrs HW=884.41' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Pond 5P: Control Structure Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.033 ac Peak Elev=884.41' 0.00 cfs0.00 cfs 352 Multi-Event TablesPost-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 353HydroCAD® 10.20-5b 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 0.00 0.000 0.00 2 hr / 100 yr 3.74 0.00 0.000 0.00 3 hr / 100 yr 4.26 0.00 0.000 0.00 6 hr / 100 yr 5.10 0.54 0.042 0.49 12 hr / 100 yr 5.76 0.73 0.242 2.81 24 hr / 100 yr 6.48 0.53 0.364 4.23 30 min / 100 yr 2.42 0.00 0.000 0.00 353 Multi-Event TablesPost-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 354HydroCAD® 10.20-5b 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 0.00 0.000 0.00 2 hr / 100 yr 3.74 0.00 0.000 0.00 3 hr / 100 yr 4.26 0.00 0.000 0.00 6 hr / 100 yr 5.10 0.46 0.045 0.52 12 hr / 100 yr 5.76 0.53 0.205 2.38 24 hr / 100 yr 6.48 0.44 0.251 2.91 30 min / 100 yr 2.42 0.00 0.000 0.00 354 Multi-Event TablesPost-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 355HydroCAD® 10.20-5b 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 0.00 0.000 0.00 2 hr / 100 yr 3.74 0.00 0.000 0.00 3 hr / 100 yr 4.26 0.00 0.000 0.00 6 hr / 100 yr 5.10 2.95 0.244 0.53 12 hr / 100 yr 5.76 3.99 1.322 2.89 24 hr / 100 yr 6.48 2.84 1.967 4.31 30 min / 100 yr 2.42 0.00 0.000 0.00 355 Multi-Event TablesPost-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 356HydroCAD® 10.20-5b 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 0.00 0.00 885.00 0 2 hr / 100 yr 0.00 0.00 885.00 0 3 hr / 100 yr 0.00 0.00 885.00 0 6 hr / 100 yr 0.54 0.17 885.28 1,251 12 hr / 100 yr 0.73 0.26 885.97 4,759 24 hr / 100 yr 0.53 0.29 886.27 6,469 30 min / 100 yr 0.00 0.00 885.00 0 356 Multi-Event TablesPost-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 357HydroCAD® 10.20-5b 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 0.00 0.00 877.00 0 2 hr / 100 yr 0.00 0.00 877.00 0 3 hr / 100 yr 0.00 0.00 877.00 0 6 hr / 100 yr 0.58 0.00 877.85 3,795 12 hr / 100 yr 0.73 0.00 880.54 19,464 24 hr / 100 yr 0.71 0.00 880.66 20,294 30 min / 100 yr 0.00 0.00 877.00 0 357 Multi-Event TablesPost-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 358HydroCAD® 10.20-5b 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 0.00 876.00 0 2 hr / 100 yr 0.00 876.00 0 3 hr / 100 yr 0.00 876.00 0 6 hr / 100 yr 2.95 878.99 10,608 12 hr / 100 yr 3.99 883.38 57,589 24 hr / 100 yr 2.84 884.56 85,567 30 min / 100 yr 0.00 876.00 0 358 Multi-Event TablesPost-Dev(09-05-24) Printed 9/5/2024Prepared by Badger Engineering Page 359HydroCAD® 10.20-5b 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 0.00 0.00 884.41 0.000 2 hr / 100 yr 0.00 0.00 884.41 0.000 3 hr / 100 yr 0.00 0.00 884.41 0.000 6 hr / 100 yr 0.17 0.17 884.61 0.000 12 hr / 100 yr 0.26 0.26 884.66 0.000 24 hr / 100 yr 0.29 0.29 884.67 0.000 30 min / 100 yr 0.00 0.00 884.41 0.000 359 Property Information 360 Soils Report 361 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, 2024362 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 2363 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. 3364 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 4365 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 5366 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 6367 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 7368 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. 8369 9 Custom Soil Resource Report Soil Map 44198104419840441987044199004419930441996044199904420020442005044200804419810441984044198704419900441993044199604419990442002044200504420080565180 565210 565240 565270 565300 565330 565360 565180 565210 565240 565270 565300 565330 565360 565390 39° 55' 42'' N 86° 14' 14'' W39° 55' 42'' N86° 14' 5'' W39° 55' 33'' N 86° 14' 14'' W39° 55' 33'' N 86° 14' 5'' WN 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. 370 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 10371 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 11372 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 12373 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 13374 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 14375 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 15376 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 16377 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 17378