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HomeMy WebLinkAboutDrainage Report Project: MONON SQUARE 620 S Rangeline Road Carmel, Indiana 46032 Prepared For: STUDIO M ARCHITECTURE 2 West Main Street Carmel, IN 46032 Prepared By: CIVIL & ENVIRONMENTAL CONSULTANTS, INC. Indianapolis, Indiana Civil Engineer: Nicholas Justice, PE CEC Project 317-168 AUGUST 2023 Drainage Report -ii- Monon Square August 2023 TABLE OF CONTENTS 1.0 REPORT OVERVIEW .....................................................................................................1 2.0 PROJECT BACKGROUND.............................................................................................1 2.1 Existing conditions.................................................................................................. 1 2.1.1 FEMA Map ..................................................................................................1 2.1.2 Watershed Description .................................................................................2 2.1.3 Soils Map .....................................................................................................2 3.0 STORMWATER DESIGN ...............................................................................................2 3.1 Stormwater Management ........................................................................................ 3 3.1.1 Runoff Curve Number (CN) Determination ................................................3 3.1.2 Outlet Control Structure ...............................................................................4 3.1.3 Emergency Overflow ...................................................................................4 3.1.4 Water Quality Treatment..........................................................................5 4.0 CONCLUSION ..................................................................................................................5 5.0 REFERENCES ...................................................................................................................5 APPENDICES Appendix A – Site Maps Appendix B – Existing Conditions Map Appendix C – Proposed Conditions Map Appendix D – Storm Sewer Sizing Calculations Appendix E – Existing HydroCAD Output Appendix F – Proposed HydroCAD Output Appendix G – Emergency Overflow Calculations Appendix H – Water Quality Calculations -1- Monon Square August 2023 1.0 REPORT OVERVIEW This report establishes the stormwater quantity and quality requirements for the proposed Monon Square project located at 620 S Rangeline Road. The existing site is a developed commercial site with paved parking lot and stormwater utilities. The proposed improvements to the site include extension of Veterans Way down the center of the site which will divide the site into two separate lots, two proposed mixed use commercial buildings, new parking areas, new underground detention systems on each lot and other associated site amenities. The proposed improvements will provide stormwater detention and water quality treatment. An IDEM Construction Stormwater General Permit will be required for construction activities associated with this project. 2.0 PROJECT BACKGROUND 2.1 EXISTING CONDITIONS The project site is located at the southwest corner of intersection S Rangeline Road and W Walnut Street. The project site is divided into two basins. For both Basin A and B, existing stormwater from the site collects and drains towards the middle of the site and enters the existing stormwater system, which drains north and eventually enters the stormwater system along Veterans Way. The existing condition runoff is summarized in Table 1 below. The existing drainage basin map and detailed existing drainage calculations from HydroCAD modeling can be found in Appendix B and Appendix E. Table 1: Existing Site Runoff Rates Peak Runoff Rates (cfs) Drainage Basin Area (ac.) 2-Year 10-Year 100-Year Basin A 3.70 14.39 19.54 33.91 Basin B 2.13 8.28 11.25 19.52 2.1.1 FEMA Map The project site is located within the FEMA Community Panel Map #18057C0207G dated November 19, 2014 which indicates the site is located within the Flood Designation ‘Zone X, Area of minimal flood hazard.” The FEMA Map is included in Appendix A. -2- Monon Square August 2023 2.1.2 Watershed Description The project site drains to the Cool Creek-Grassy Branch/Little Cool Creek watershed as provided on the IndianaMap GIS system and identified with a 14-digit Hydrologic Unit Code (HUC) of 05120201090030. 2.1.3 Soils Map The approximate limits of each soil type are depicted in the Soils Map provided in Appendix A. 3.0 STORMWATER DESIGN The proposed site condition is similar to the existing condition, with the site primarily being split into two side, the east and west portion, each with their own underground stormwater detention system (Cast-in-place Concrete Vault). Roadway and streetscape improvements for Veterans Way and the street connecting from Rangeline Road is being performed by others. The storm sewer infrastructure in the proposed roads will connect through the proposed detention systems for the Monon Square project. The west portion of the project is further subdivided into two basins, Basin A and Basin C. Basin A encompasses 3.60 acres of area and will take into account water runoff from the western building, left half of the future Veteran Way extension, future Monon Trail north-south extension located to the west of the site, and the left half of the future connecting drive connecting S Rangeline Road to Monon Trail from east to west. Runoff within basin will collect and drain into the proposed underground detention basin on site, before draining westward into the existing stormwater system running along Monon Trail. Basin C encompasses 0.093 acres of area and will direct discharge off-site to the north. The east portion of the project is also subdivided into two basins. Basin B encompasses 2.08 acres of area and will take into account water runoff from the east building, right half of the future Veteran Way extension, and the right half of future connecting drive connecting S Rangeline Road to Monon Trail from east to west. Runoff within basin will collects and drains into the proposed underground detention basin on site, before draining westward into the proposed stormwater main running along the future Veteran Way extension. Basin D encompasses 0.049 acres of area and will direct discharge off-site to the north. Proposed conditions runoff values from both basins are shown as below in Table 2 and Table 3. Detailed proposed basin maps and drainage calculations can be found in Appendix C and Appendix F. -3- Monon Square August 2023 The underground network of storm sewers and detention basins proposed is sized for the 10-Year event under open channel flow conditions. Inlet overtopping is not anticipated. Detailed inlet basin maps and storm sewer sizing calculations can be found in in Appendix D. The proposed underground detention capacity is as listed below: West Basin A:  Required Storage (10-yr) = 45,095 ft3 | Stage = 828.07’  Required Storage (100-yr) = 57,662 ft3 | Stage = 828.98’  Provided Storage = 75,617 ft3  41% detention restored at 48 hrs East Basin B:  Required Storage (10-yr) = 26,580 ft3 | Stage = 827.35’  Required Storage (100-yr) = 33,983 ft3 | Stage = 828.53’  Provided Storage = 43,779 ft3  64% detention restored at 48 hrs 3.1 STORMWATER MANAGEMENT 3.1.1 Runoff Curve Number (CN) Determination Calculated Curve Number (CN) and time of concentration values for each basin can be found in Appendix F. Rainfall depths in the City of Carmel Technical Standards Manual were used to develop the basin hydrographs. Allowable discharge rate is calculated based on the existing basins area, as show below:  Basin A Allowable Runoff (10-yr) = 0.1 x 3.70 = 0.37 cfs  Basin A Allowable Runoff (100-yr) = 0.3 x 3.70 = 1.11 cfs  Basin B Allowable Runoff (10-yr) = 0.1 x 2.14 = 0.21 cfs  Basin B Allowable Runoff (100-yr) = 0.3 x 2.14 = 0.64 cfs 3.1.2 Hydraulic Performance An outlet control structure will reduce runoff from the site to the allowable release rates. However, meeting the allowable discharge rates requires a 10-yr control orifice of 0.5” in the outlet control structure of both detention vault. An actual proposed discharge is also calculated utilizing the minimum required 2” orifice size. Both theoretical and actual results are presented below in Table 2 and Table 3. -4- Monon Square August 2023 Table 2: Discharge Rate Comparison (West Basin) Peak Runoff Rate (cfs) Site Designation 2-Year 10-Year 100-Year Pre-Developed 14.39 19.54 33.91 Allowable Discharge Rates* 0.37 0.37 1.11 Theoretical Total Site Discharge Rate (0.5” Orifice) 0.26 0.39 1.05 Actual Total Site Discharge Rate (2” Orifice) 0.36 0.50 1.14 *0.1 cfs per acre for 10-year storm; 0.3 cfs per acre for 100-year storm Table 3: Discharge Rate Comparison (East Basin) Peak Runoff Rate (cfs) Site Designation 2-Year 10-Year 100-Year Pre-Developed 8.28 11.25 19.52 Allowable Discharge Rates* 0.21 0.21 0.64 Theoretical Total Site Discharge Rate (0.5” Orifice) 0.18 0.25 0.68 Actual Total Site Discharge Rate (2” Orifice) 0.29 0.39 0.85 *0.1 cfs per acre for 10-year storm; 0.3 cfs per acre for 100-year storm Proposed HydroCAD reports can be seen in Appendix F. 3.1.3 Outlet Control Structure The underground detention system from both Basin A and B will discharge to an outlet structure which regulates the discharge rate from the detention system to maintain rates at or below the allowable rates. The orifice sizes to detain the runoff from the basins summarized as below:  Basin A (10-yr) [Theoretical] = 0.5” at 824.95’  Basin A (100-yr) [Theoretical] = 7” at 828.07’  Basin B (10-yr) [Theoretical] = 0.5” at 823.00’  Basin B (100-yr) [Theoretical] = 5” at 827.35’ The hydrograph table can be found in Appendix F. 3.1.4 Emergency Overflow In the event outlet devices are clogged or inoperable, the outlet control structure is designed with an overflow weir. The weir does not require mechanical activation and is designed to control one and one-quarter times (1.25) the peak inflow discharge. For the west Basin A, the top of vault is 830.33, while the staging elevation for 1.25x100-yr storm event is 829.41. For the east basin B, -5- Monon Square August 2023 the top of vault is 830.33, while the staging elevation for 1.25x100-yr storm event is 828.84. See Appendix G for calculations. 3.1.5 Water Quality Treatment The water quality treatment is being provided by the proposed Aqua Swirl water quality treatment units and storage settlement sump located within both detention vault. Aqua Swirl unit will be provided to both underground detention basins. The water quality unit has been sized using the water quality calculations in section 700 of the City of Carmel Stormwater Technical Standards Manual. There will be a total of two water quality treatment units located downstream of the detention systems and each will treat runoff from their respective basins. Within the detention basin themselves there will also be a sediment sump that will act as the secondary water quality treatment measures. Please see Appendix H for detailed Water Quality basin maps and water quality calculations. The calculation for the sump’s volume for each detention vault are detailed as follows:  West Detention (Required Volume) = 57,662 ft3  West Detention (Sump Volume) = 57,662 x 10% = 5,766 ft3  West Detention (Required Water Quantity and Quality Volume) = 63,428 ft3  West Detention (Provided Volume) = 75,617 ft3  East Detention (Required Volume) = 33,983 ft3  East Detention (Sump Volume) = 33,983 x 10% = 3,398 ft3  East Detention (Required Water Quantity and Quality Volume) = 37,381 ft3  East Detention (Provided Volume) = 44,779 ft3 4.0 CONCLUSION The proposed project will be served with adequate water quality facilities in accordance with the City of Carmel Stormwater Specification Manual. No adverse impacts are expected for upstream or downstream property owners. An IDEM Construction Stormwater General Permit will be required for construction activities associated with this project. 5.0 REFERENCES 1. USDA NRCS Web Soil Survey 2. U.S. Geological Survey, IndianaMap website 3. FEMA Flood Insurance Rate Maps, FEMA website 4. City of Carmel Stormwater Technical Standards Specifications Manual APPENDIX A SITE MAP National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 5/12/2023 at 3:27 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 86°8'2"W 39°58'35"N 86°7'25"W 39°58'7"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/12/2023 Page 1 of 3442496044249804425000442502044250404425060442508044251004425120442496044249804425000442502044250404425060442508044251004425120574310574330574350574370574390574410574430574450574470574490574510574530574550 574310 574330 574350 574370 574390 574410 574430 574450 574470 574490 574510 574530 574550 39° 58' 22'' N 86° 7' 47'' W39° 58' 22'' N86° 7' 36'' W39° 58' 17'' N 86° 7' 47'' W39° 58' 17'' N 86° 7' 36'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 50 100 200 300 Feet 0 15 30 60 90 Meters Map Scale: 1:1,200 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. 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 23, Sep 3, 2022 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. Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/12/2023 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Or Orthents 5.0 79.0% UbaA Urban land-Brookston complex, 0 to 2 percent slopes 0.8 12.0% UcfA Urban land-Crosby silt loam complex, fine-loamy subsoil, 0 to 2 percent slopes 0.4 6.4% YmsB2 Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded 0.2 2.6% Totals for Area of Interest 6.3 100.0% Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/12/2023 Page 3 of 3 APPENDIX B EXISTING CONDITIONS MAP MAP LEGEND:DATE:DWG SCALE:DRAWN BY:CHECKED BY:APPROVED BY:PROJECT NO:FIGURE NO.:EXISTING BASIN MAP317-1681"=60'05/30/2023HYCNPJDRAFTB-1STUDIO M ARCHITECTUREMONON SQUARE620 S. RANGELINE ROADCARMEL, INDIANA 46032530 E. Ohio Street, Suite G - Indianapolis, IN 46204317-655-7777 · 877-746-0749 www.cecinc.comNORTH APPENDIX C PROPOSED CONDITIONS MAP SGRESTAURANTF.F.E. = 834.33M.F.P.G.= 834.91M.F.P.G.= 834.91DNPROPOSED BUILDINGF.F.E. = 833.00M.F.P.G. = 828.13M.L.A.G. = 828.13DNPROPOSED BUILDINGF.F.E. = 833.00M.F.P.G.= 835.31M.L.A.G.= 835.31(LOWER LEVEL)PROPOSED BUILDINGF.F.E. = 844.00M.F.P.G.= 828.13M.L.A.G.= 828.13(1ST FLOOR)MAP LEGEND:DATE:DWG SCALE:DRAWN BY:CHECKED BY:APPROVED BY:PROJECT NO:FIGURE NO.:PROPOSED BASIN MAP317-1681"=60'08/11/2023HYCNPJDRAFTC-1STUDIO M ARCHITECTUREMONON SQUARE620 S. RANGELINE ROADCARMEL, INDIANA 46032530 E. Ohio Street, Suite G - Indianapolis, IN 46204317-655-7777 · 877-746-0749 www.cecinc.comNORTH APPENDIX D STORM SEWER SIZING CALCULATIONS MAP LEGEND:SGRESTAURANTF.F.E. = 834.33M.F.P.G.= 834.91M.F.P.G.= 834.91DNPROPOSED BUILDINGF.F.E. = 833.00M.F.P.G. = 828.13M.L.A.G. = 828.13DNPROPOSED BUILDINGF.F.E. = 833.00M.F.P.G.= 835.31M.L.A.G.= 835.31(LOWER LEVEL)PROPOSED BUILDINGF.F.E. = 844.00M.F.P.G.= 828.13M.L.A.G.= 828.13(1ST FLOOR)DATE:DWG SCALE:DRAWN BY:CHECKED BY:APPROVED BY:PROJECT NO:FIGURE NO.:PROPOSED INLET BASIN MAP317-1681"=60'08/11/2023HYCNPJDRAFTD-1STUDIO M ARCHITECTUREMONON SQUARE620 S. RANGELINE ROADCARMEL, INDIANA 46032530 E. Ohio Street, Suite G - Indianapolis, IN 46204317-655-7777 · 877-746-0749 www.cecinc.comNORTH CIVIL & ENVIRONMENTAL CONSULTANTS, INC. CEC Project No.: 317-168 By: HYC Project Name: Monon Square Date 08/11/23 Description:Proposed Conditions - Composite C Computation Rational Method runoff coefficients All watertight roof surfaces ………. 0.90 Pavement ………. 0.85 Gravel ………. 0.85 Slightly perivous soil (with turf) ………. 0.20 (ft2) (ft 2) (ft 2) (ft 2) (ft 2)(acres)(ft2) 33,190 20,264 0 4,990 58,444 1.34 0.82 (ft2) (ft 2) (ft 2) (ft 2) (ft 2)(acres)(ft2) 32,881 12,250 0 1,328 46,459 1.07 0.87 (ft2) (ft 2) (ft 2) (ft 2) (ft 2)(acres)(ft2) 28,240 26,223 0 0 54,463 1.25 0.88 (ft2) (ft 2) (ft 2) (ft 2) (ft 2)(acres)(ft2) 31,845 28,340 0 1,886 62,071 1.42 0.86 (ft2) (ft 2) (ft 2) (ft 2) (ft 2)(acres)(ft2) 0 2,933 0 0 2,933 0.067 0.85 (ft2) (ft 2) (ft 2) (ft 2) (ft 2)(acres)(ft2) 0 728 0 480 1,208 0.028 0.59 Total Total Composite CBasin 213 All watertight surfaces Pavement Gravel Pervious soil / turf Total Total Composite CBasin 208 All watertight surfaces Pavement Gravel Pervious soil / turf Total Total Composite CBasin 212 All watertight surfaces Pavement Gravel Pervious soil / turf Basin 108 All watertight surfaces Pavement Composite CGravel Total Total Pervious soil / turf Total Total Composite C Basin 110 All watertight surfaces Pavement Gravel Pervious soil / turf Total Total Composite C Basin 113 All watertight surfaces Pavement Gravel Pervious soil / turf P:\310-000\317-168\-Calculations\Drainage\Proposed Inlet Conditions\D-3, Composite C Worksheet.xlsx CIVIL & ENVIRONMENTAL CONSULTANTS, INC. CEC Project No.: 317-168 By: HYC Project Name: Monon Square Date 08/11/23 Description:Proposed Conditions - Composite C Computation Rational Method runoff coefficients All watertight roof surfaces ………. 0.90 Pavement ………. 0.85 Gravel ………. 0.85 Slightly perivous soil (with turf) ………. 0.20 (ft2) (ft 2) (ft 2) (ft 2) (ft 2)(acres)(ft2) 0 1,214 0 0 1,214 0.028 0.85 (ft2) (ft 2) (ft 2) (ft 2) (ft 2)(acres)(ft2) 0 1,893 0 178 2,071 0.048 0.79 (ft2) (ft 2) (ft 2) (ft 2) (ft 2)(acres)(ft2) 7,947 1,023 0 0 8,970 0.206 0.89 (ft2) (ft 2) (ft 2) (ft 2) (ft 2)(acres)(ft2) 12,118 2,254 0 0 14,372 0.330 0.89 Total Total Composite CBasin 215 All watertight surfaces Pavement Gravel Pervious soil / turf Basin 214 All watertight surfaces Pavement Gravel Pervious soil / turf Total Total Composite C Total Total Composite C Basin 217 All watertight surfaces Pavement Gravel Pervious soil / turf Total Total Composite C Basin 216 All watertight surfaces Pavement Gravel Pervious soil / turf P:\310-000\317-168\-Calculations\Drainage\Proposed Inlet Conditions\D-3, Composite C Worksheet.xlsx Emergency Flood Depth Computations Civil & Environmental Consultants, Inc. Project Name:Monon Square By:HYC CEC Project No.:317-168 Date:8/11/2023 Description:Emergency Flood Depth Calculation Checked By: Date: Structure 212 Q = CiA Q = 3PH1.5 C = Composite C 0.85 P = Perimeter (ft)5.50 i = Intensity (in/hr)*10.20 Q = Flow rate (cfs)0.58 Area (Acres)0.07 H = Head (ft)0.11 Q100 = 0.58 Structure 213 Q = CiA Q = 3PH1.5 C = Composite C 0.59 P = Perimeter (ft)7.90 i = Intensity (in/hr)*10.20 Q = Flow rate (cfs)0.17 Area (Acres)0.03 H = Head (ft)0.04 Q100 = 0.17 Structure 214 Q = CiA Q = 3PH1.5 C = Composite C 0.85 P = Perimeter (ft)5.50 i = Intensity (in/hr)*10.20 Q = Flow rate (cfs)0.24 Area (Acres)0.03 H = Head (ft)0.06 Q100 = 0.24 Structure 215 Q = CiA Q = 3PH1.5 C = Composite C 0.79 P = Perimeter (ft)7.90 i = Intensity (in/hr)*10.20 Q = Flow rate (cfs)0.39 Area (Acres)0.05 H = Head (ft)0.06 Q100 = 0.39 Structure 216 Q = CiA Q = 3PH1.5 C = Composite C 0.89 P = Perimeter (ft)7.90 i = Intensity (in/hr)*10.20 Q = Flow rate (cfs)1.87 Area (Acres)0.21 H = Head (ft)0.18 Q100 = 1.87 Structure 217 Q = CiA Q = 3PH1.5 C = Composite C 0.89 P = Perimeter (ft)7.90 i = Intensity (in/hr)*10.20 Q = Flow rate (cfs)3.00 Area (Acres)0.33 H = Head (ft)0.25 Q100 = 3.00 D-4, Emergency Flood Depth Calculation.xlsx HAMILTON DESIGNS CEC Project No.: 317-168 Project Name: Monon Square By: HYC Description:Proposed Conditions - Storm Sewer Sizing Worksheet (Water Quality)Date 05/30/23 Design Storm Frequency = 10-year Manning's n = 0.013 Increment Total To Upper End In Section Flowing Full Design Flow U/S Structure D/S Structure U/S Structure D/S Structure U/S Structure D/S Structure U/S D/S (ft) (acres) (acres) Increment Total (min) (min) (in/hr) (cfs) (ft) % (cfs) (ft/s) (ft/s) (ft) (ft) (ft) (ft) (ft) (ft) 104 103 10 5.00 0.04 6.98 5.22 1.25 0.70 5.42 4.42 - 832.90 832.85 824.98 824.91 6.48 6.50 103 102 10 5.04 0.04 6.97 5.22 1.25 0.70 5.42 4.42 - 832.85 832.85 824.81 824.74 6.60 6.67 203 202 8 5.00 0.03 6.98 3.32 1.25 1.00 6.48 5.28 - 833.00 833.00 819.26 819.18 12.30 12.38 202 201 15 5.03 0.05 6.97 3.32 1.25 1.00 6.48 5.28 - 833.00 833.00 819.08 818.93 12.48 12.63 Basin B Results See HydroCAD for Water Quality Runoff Value Basin A Results See HydroCAD for Water Quality Runoff Value PIPE DIAMETER SLOPE OF SEWER FULL CAPACITY VELOCITY RIM ELEVATION INVERT ELEVATION COVER STRUCTURE LENGTH DRAINAGE AREA "A" RUNOFF COEFFICIENT "C" "A" x "C" FLOW TIME RAINFALL INTENSITY TOTAL RUNOFF P:\310-000\317-168\-Calculations\Drainage\Proposed Inlet Conditions\D-4, Storm Sewer Worksheet.xlsx Civil & Environmental Consultants, Inc. By:HYC Project Name:Monon Square Date:08/01/2023 CEC Project No.:317-168 Checked By: Description:Grate Sizing Date: LARGEST SINGLE INLET PAVEMENT AREA 212 Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.10 1.13 Perimeter 5.5 ft 0.10 0.29 1.60 P 2.75 ft 0.15 0.53 1.96 A 1.05 ft2 0.20 0.81 2.26 0.25 1.13 2.53 0.30 1.49 2.77 0.35 1.88 2.99 0.40 2.30 3.20 0.45 2.74 3.39 i = 7.36 0.50 3.21 3.57 C= 0.85 A= 0.07 0.42 cfs … C w = Coefficient of weir flow =3.3 L = Weir length (ft) Cd = Coefficient of orifice flow =0.6 A = Open area (ft 2) Q weir = CwLH1.5 H = Head (ft) Q orifice = CdA(2gh)0.5 213 Depth Weir Orifice Casting Neenah R-3405 single 0.00 0.00 0.00 Area 1.5 ft2 0.05 0.10 1.13 Perimeter 7.9 ft 0.10 0.29 1.60 P 3.95 ft 0.15 0.53 1.96 A 0.75 ft2 0.20 0.81 2.26 0.25 1.13 2.53 0.30 1.49 2.77 0.35 1.88 2.99 0.40 2.30 3.20 0.45 2.74 3.39 i = 7.36 0.50 3.21 3.57 C= 0.89 A= 0.33 2.16 cfs … Q= C x I x A =ADEQUATE Sump Grates Ponding Depth Calculation Structure Number Q=CiA GRATE FLOW IN CFS *Basin 212 and 214 utilitize single curb inlets. Largest basin among them, Basin 212, will be used as basis for sizing to be conservative. Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE *Basin 213, 215, 216 and 217 also utilitize single inlet. Largest basin among them, Basin 217, will be used as basis for sizing to be conservative. 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\317-168\-Calculations\Drainage\Proposed Inlet Conditions\D-5, Grate Sizing.xlsxCostco - 8/15/2023 APPENDIX E EXISTING HYDROCAD OUTPUT Existing Conditions East Basin B West Basin A Routing Diagram for 317-168 Existing Conditions Prepared by CEC Inc, Printed 8/15/2023 HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link 317-168 Existing Conditions Printed 8/15/2023Prepared by CEC Inc Page 2HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.101 61 >75% Grass cover, Good, HSG B (East, West) 0.079 74 >75% Grass cover, Good, HSG C (East, West) 0.658 80 >75% Grass cover, Good, HSG D (East, West) 0.870 96 Gravel surface, HSG D (East, West) 4.120 98 Impervious (East, West) 5.828 95 TOTAL AREA Type II 24-hr 2 YR Rainfall=2.90"317-168 Existing Conditions Printed 8/15/2023Prepared by CEC Inc Page 3HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment East: Basin B Runoff = 8.28 cfs @ 11.95 hrs, Volume= 0.417 af, Depth= 2.35" Routed to nonexistent node DET Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 1.750 98 Impervious 0.266 80 >75% Grass cover, Good, HSG D 0.040 96 Gravel surface, HSG D 0.032 74 >75% Grass cover, Good, HSG C 0.041 61 >75% Grass cover, Good, HSG B 2.129 95 Weighted Average 0.379 17.80% Pervious Area 1.750 82.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment East: Basin B Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=2.129 ac Runoff Volume=0.417 af Runoff Depth=2.35" Tc=5.0 min CN=95 8.28 cfs Type II 24-hr 2 YR Rainfall=2.90"317-168 Existing Conditions Printed 8/15/2023Prepared by CEC Inc Page 4HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment West: Basin A Runoff = 14.39 cfs @ 11.95 hrs, Volume= 0.725 af, Depth= 2.35" Routed to nonexistent node DET Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 2.370 98 Impervious 0.392 80 >75% Grass cover, Good, HSG D 0.830 96 Gravel surface, HSG D 0.047 74 >75% Grass cover, Good, HSG C 0.060 61 >75% Grass cover, Good, HSG B 3.699 95 Weighted Average 1.329 35.93% Pervious Area 2.370 64.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment West: Basin A Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=3.699 ac Runoff Volume=0.725 af Runoff Depth=2.35" Tc=5.0 min CN=95 14.39 cfs Type II 24-hr 10 YR Rainfall=3.83"317-168 Existing Conditions Printed 8/15/2023Prepared by CEC Inc Page 5HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment East: Basin B Runoff = 11.25 cfs @ 11.95 hrs, Volume= 0.579 af, Depth= 3.26" Routed to nonexistent node DET Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 1.750 98 Impervious 0.266 80 >75% Grass cover, Good, HSG D 0.040 96 Gravel surface, HSG D 0.032 74 >75% Grass cover, Good, HSG C 0.041 61 >75% Grass cover, Good, HSG B 2.129 95 Weighted Average 0.379 17.80% Pervious Area 1.750 82.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment East: Basin B Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=2.129 ac Runoff Volume=0.579 af Runoff Depth=3.26" Tc=5.0 min CN=95 11.25 cfs Type II 24-hr 10 YR Rainfall=3.83"317-168 Existing Conditions Printed 8/15/2023Prepared by CEC Inc Page 6HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment West: Basin A Runoff = 19.54 cfs @ 11.95 hrs, Volume= 1.006 af, Depth= 3.26" Routed to nonexistent node DET Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 2.370 98 Impervious 0.392 80 >75% Grass cover, Good, HSG D 0.830 96 Gravel surface, HSG D 0.047 74 >75% Grass cover, Good, HSG C 0.060 61 >75% Grass cover, Good, HSG B 3.699 95 Weighted Average 1.329 35.93% Pervious Area 2.370 64.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment West: Basin A Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=3.699 ac Runoff Volume=1.006 af Runoff Depth=3.26" Tc=5.0 min CN=95 19.54 cfs Type II 24-hr 100 YR Rainfall=6.46"317-168 Existing Conditions Printed 8/15/2023Prepared by CEC Inc Page 7HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment East: Basin B Runoff = 19.52 cfs @ 11.95 hrs, Volume= 1.041 af, Depth= 5.87" Routed to nonexistent node DET Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 1.750 98 Impervious 0.266 80 >75% Grass cover, Good, HSG D 0.040 96 Gravel surface, HSG D 0.032 74 >75% Grass cover, Good, HSG C 0.041 61 >75% Grass cover, Good, HSG B 2.129 95 Weighted Average 0.379 17.80% Pervious Area 1.750 82.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment East: Basin B Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=2.129 ac Runoff Volume=1.041 af Runoff Depth=5.87" Tc=5.0 min CN=95 19.52 cfs Type II 24-hr 100 YR Rainfall=6.46"317-168 Existing Conditions Printed 8/15/2023Prepared by CEC Inc Page 8HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment West: Basin A Runoff = 33.91 cfs @ 11.95 hrs, Volume= 1.809 af, Depth= 5.87" Routed to nonexistent node DET Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 2.370 98 Impervious 0.392 80 >75% Grass cover, Good, HSG D 0.830 96 Gravel surface, HSG D 0.047 74 >75% Grass cover, Good, HSG C 0.060 61 >75% Grass cover, Good, HSG B 3.699 95 Weighted Average 1.329 35.93% Pervious Area 2.370 64.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment West: Basin A Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=3.699 ac Runoff Volume=1.809 af Runoff Depth=5.87" Tc=5.0 min CN=95 33.91 cfs Multi-Event Tables317-168 Existing Conditions Printed 8/15/2023Prepared by CEC Inc Page 10HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Events for Subcatchment West: Basin A Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.90 14.39 0.725 2.35 10 YR 3.83 19.54 1.006 3.26 100 YR 6.46 33.91 1.809 5.87 Multi-Event Tables317-168 Existing Conditions Printed 8/15/2023Prepared by CEC Inc Page 9HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Events for Subcatchment East: Basin B Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.90 8.28 0.417 2.35 10 YR 3.83 11.25 0.579 3.26 100 YR 6.46 19.52 1.041 5.87 APPENDIX F PROPOSED HYDROCAD OUTPUT Proposed Conditions Theoretical Design A Basin A B Basin B C Basin C (Off-site) D Basin D (Off-site) UND-A West Detention UND-B East Detention E East Site W West Site Routing Diagram for 317-168 Proposed Conditions - Theoretical Prepared by CEC Inc, Printed 8/14/2023 HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link 317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 2HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.268 80 >75% Grass cover, Good, HSG D (A, B, C, D) 5.577 98 Impervious (A, B, C, D) 5.845 97 TOTAL AREA Type II 24-hr 2 YR Rainfall=2.90"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 3HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment A: Basin A Runoff = 14.14 cfs @ 11.96 hrs, Volume= 0.771 af, Depth= 2.56" Routed to Pond UND-A : West Detention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 3.470 98 Impervious 0.144 80 >75% Grass cover, Good, HSG D 3.614 97 Weighted Average 0.144 3.98% Pervious Area 3.470 96.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment A: Basin A Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=3.614 ac Runoff Volume=0.771 af Runoff Depth=2.56" Tc=6.0 min CN=97 14.14 cfs Type II 24-hr 2 YR Rainfall=2.90"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 4HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment B: Basin B Runoff = 8.31 cfs @ 11.96 hrs, Volume= 0.465 af, Depth= 2.67" Routed to Pond UND-B : East Detention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 2.050 98 Impervious 0.039 80 >75% Grass cover, Good, HSG D 2.089 98 Weighted Average 0.039 1.87% Pervious Area 2.050 98.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment B: Basin B Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=2.089 ac Runoff Volume=0.465 af Runoff Depth=2.67" Tc=6.0 min CN=98 8.31 cfs Type II 24-hr 2 YR Rainfall=2.90"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 5HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment C: Basin C (Off-site) Runoff = 0.25 cfs @ 11.96 hrs, Volume= 0.012 af, Depth= 1.50" Routed to Link W : West Site Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 0.028 98 Impervious 0.065 80 >75% Grass cover, Good, HSG D 0.093 85 Weighted Average 0.065 69.89% Pervious Area 0.028 30.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment C: Basin C (Off-site) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (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 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.093 ac Runoff Volume=0.012 af Runoff Depth=1.50" Tc=5.0 min CN=85 0.25 cfs Type II 24-hr 2 YR Rainfall=2.90"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 6HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment D: Basin D (Off-site) Runoff = 0.17 cfs @ 11.95 hrs, Volume= 0.008 af, Depth= 1.98" Routed to Link E : East Site Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 0.029 98 Impervious 0.020 80 >75% Grass cover, Good, HSG D 0.049 91 Weighted Average 0.020 40.82% Pervious Area 0.029 59.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment D: Basin D (Off-site) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (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 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.049 ac Runoff Volume=0.008 af Runoff Depth=1.98" Tc=5.0 min CN=91 0.17 cfs Type II 24-hr 2 YR Rainfall=2.90"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 7HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Pond UND-A: West Detention Inflow Area = 3.614 ac, 96.02% Impervious, Inflow Depth = 2.56" for 2 YR event Inflow = 14.14 cfs @ 11.96 hrs, Volume= 0.771 af Outflow = 0.01 cfs @ 24.17 hrs, Volume= 0.031 af, Atten= 100%, Lag= 732.4 min Primary = 0.01 cfs @ 24.17 hrs, Volume= 0.031 af Routed to Link W : West Site Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 827.33' @ 24.17 hrs Surf.Area= 14,187 sf Storage= 33,077 cf Plug-Flow detention time= 1,406.0 min calculated for 0.031 af (4% of inflow) Center-of-Mass det. time= 975.4 min ( 1,740.3 - 765.0 ) Volume Invert Avail.Storage Storage Description #1 825.00' 75,617 cf CIP Vault (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 825.00 14,187 0 0 830.33 14,187 75,617 75,617 Device Routing Invert Outlet Devices #1 Primary 824.85'18.0" Round 18" RCP L= 51.0' Ke= 0.500 Inlet / Outlet Invert= 824.85' / 824.60' S= 0.0049 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 824.95'0.5" Vert. 10-yr Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 828.18'7.3" Vert. 100-yr Orifice C= 0.600 Limited to weir flow at low heads #4 Device 2 825.00'18.0" Round 18" RCP L= 10.0' Ke= 0.500 Inlet / Outlet Invert= 825.00' / 824.95' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=0.01 cfs @ 24.17 hrs HW=827.33' TW=0.00' (Dynamic Tailwater) 1=18" RCP (Passes 0.01 cfs of 10.09 cfs potential flow) 2=10-yr Orifice (Orifice Controls 0.01 cfs @ 7.40 fps) 4=18" RCP (Passes 0.01 cfs of 10.26 cfs potential flow) 3=100-yr Orifice ( Controls 0.00 cfs) Type II 24-hr 2 YR Rainfall=2.90"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 8HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Pond UND-A: West Detention Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.614 ac Peak Elev=827.33' Storage=33,077 cf 14.14 cfs 0.01 cfs Pond UND-A: West Detention Primary Stage-Discharge Discharge (cfs) 10Elevation (feet)830 829 828 827 826 825 100-yr Orifice 18" RCP Type II 24-hr 2 YR Rainfall=2.90"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 9HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Pond UND-B: East Detention Inflow Area = 2.089 ac, 98.13% Impervious, Inflow Depth = 2.67" for 2 YR event Inflow = 8.31 cfs @ 11.96 hrs, Volume= 0.465 af Outflow = 0.01 cfs @ 24.14 hrs, Volume= 0.036 af, Atten= 100%, Lag= 730.9 min Primary = 0.01 cfs @ 24.14 hrs, Volume= 0.036 af Routed to Link E : East Site Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 826.22' @ 24.14 hrs Surf.Area= 6,109 sf Storage= 19,658 cf Plug-Flow detention time= 1,371.1 min calculated for 0.036 af (8% of inflow) Center-of-Mass det. time= 982.7 min ( 1,737.4 - 754.7 ) Volume Invert Avail.Storage Storage Description #1 823.00' 44,779 cf CIP Vault (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 823.00 6,109 0 0 830.33 6,109 44,779 44,779 Device Routing Invert Outlet Devices #1 Primary 822.87'18.0" Round 18" RCP L= 9.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 822.87' / 822.83' S= 0.0044 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 823.00'0.5" Vert. 10-yr Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 827.35'4.8" Vert. 100-yr Orifice C= 0.600 Limited to weir flow at low heads #4 Device 3 823.00'18.0" Round 18" RCP L= 6.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 823.00' / 822.97' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=0.01 cfs @ 24.14 hrs HW=826.22' TW=0.00' (Dynamic Tailwater) 1=18" RCP (Passes 0.01 cfs of 13.71 cfs potential flow) 2=10-yr Orifice (Orifice Controls 0.01 cfs @ 8.61 fps) 3=100-yr Orifice ( Controls 0.00 cfs) 4=18" RCP ( Controls 0.00 cfs) Type II 24-hr 2 YR Rainfall=2.90"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 10HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Pond UND-B: East Detention Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=2.089 ac Peak Elev=826.22' Storage=19,658 cf 8.31 cfs 0.01 cfs Pond UND-B: East Detention Primary Stage-Discharge Discharge (cfs) 10Elevation (feet)830 829 828 827 826 825 824 823 10-yr Orifice + 18" RCP 100-yr Orifice Type II 24-hr 2 YR Rainfall=2.90"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 11HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Link E: East Site Inflow Area = 2.138 ac, 97.24% Impervious, Inflow Depth > 0.25" for 2 YR event Inflow = 0.18 cfs @ 11.95 hrs, Volume= 0.044 af Primary = 0.18 cfs @ 11.95 hrs, Volume= 0.044 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link E: East Site Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (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=2.138 ac 0.18 cfs 0.18 cfs Type II 24-hr 2 YR Rainfall=2.90"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 12HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Link W: West Site Inflow Area = 3.707 ac, 94.36% Impervious, Inflow Depth > 0.14" for 2 YR event Inflow = 0.26 cfs @ 11.96 hrs, Volume= 0.043 af Primary = 0.26 cfs @ 11.96 hrs, Volume= 0.043 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link W: West Site Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (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=3.707 ac 0.26 cfs 0.26 cfs Type II 24-hr 10 YR Rainfall=3.83"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 13HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment A: Basin A Runoff = 18.90 cfs @ 11.96 hrs, Volume= 1.049 af, Depth= 3.48" Routed to Pond UND-A : West Detention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 3.470 98 Impervious 0.144 80 >75% Grass cover, Good, HSG D 3.614 97 Weighted Average 0.144 3.98% Pervious Area 3.470 96.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment A: Basin A Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=3.614 ac Runoff Volume=1.049 af Runoff Depth=3.48" Tc=6.0 min CN=97 18.90 cfs Type II 24-hr 10 YR Rainfall=3.83"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 14HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment B: Basin B Runoff = 11.04 cfs @ 11.96 hrs, Volume= 0.626 af, Depth= 3.60" Routed to Pond UND-B : East Detention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 2.050 98 Impervious 0.039 80 >75% Grass cover, Good, HSG D 2.089 98 Weighted Average 0.039 1.87% Pervious Area 2.050 98.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment B: Basin B Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=2.089 ac Runoff Volume=0.626 af Runoff Depth=3.60" Tc=6.0 min CN=98 11.04 cfs Type II 24-hr 10 YR Rainfall=3.83"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 15HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment C: Basin C (Off-site) Runoff = 0.38 cfs @ 11.96 hrs, Volume= 0.018 af, Depth= 2.31" Routed to Link W : West Site Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 0.028 98 Impervious 0.065 80 >75% Grass cover, Good, HSG D 0.093 85 Weighted Average 0.065 69.89% Pervious Area 0.028 30.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment C: Basin C (Off-site) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (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 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.093 ac Runoff Volume=0.018 af Runoff Depth=2.31" Tc=5.0 min CN=85 0.38 cfs Type II 24-hr 10 YR Rainfall=3.83"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 16HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment D: Basin D (Off-site) Runoff = 0.24 cfs @ 11.95 hrs, Volume= 0.012 af, Depth= 2.85" Routed to Link E : East Site Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 0.029 98 Impervious 0.020 80 >75% Grass cover, Good, HSG D 0.049 91 Weighted Average 0.020 40.82% Pervious Area 0.029 59.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment D: Basin D (Off-site) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.049 ac Runoff Volume=0.012 af Runoff Depth=2.85" Tc=5.0 min CN=91 0.24 cfs Type II 24-hr 10 YR Rainfall=3.83"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 17HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Pond UND-A: West Detention Inflow Area = 3.614 ac, 96.02% Impervious, Inflow Depth = 3.48" for 10 YR event Inflow = 18.90 cfs @ 11.96 hrs, Volume= 1.049 af Outflow = 0.01 cfs @ 24.17 hrs, Volume= 0.037 af, Atten= 100%, Lag= 732.6 min Primary = 0.01 cfs @ 24.17 hrs, Volume= 0.037 af Routed to Link W : West Site Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 828.18' @ 24.17 hrs Surf.Area= 14,187 sf Storage= 45,095 cf Plug-Flow detention time= 1,446.9 min calculated for 0.037 af (3% of inflow) Center-of-Mass det. time= 975.1 min ( 1,733.0 - 757.9 ) Volume Invert Avail.Storage Storage Description #1 825.00' 75,617 cf CIP Vault (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 825.00 14,187 0 0 830.33 14,187 75,617 75,617 Device Routing Invert Outlet Devices #1 Primary 824.85'18.0" Round 18" RCP L= 51.0' Ke= 0.500 Inlet / Outlet Invert= 824.85' / 824.60' S= 0.0049 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 824.95'0.5" Vert. 10-yr Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 828.18'7.3" Vert. 100-yr Orifice C= 0.600 Limited to weir flow at low heads #4 Device 2 825.00'18.0" Round 18" RCP L= 10.0' Ke= 0.500 Inlet / Outlet Invert= 825.00' / 824.95' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=0.01 cfs @ 24.17 hrs HW=828.18' TW=0.00' (Dynamic Tailwater) 1=18" RCP (Passes 0.01 cfs of 13.11 cfs potential flow) 2=10-yr Orifice (Orifice Controls 0.01 cfs @ 8.62 fps) 4=18" RCP (Passes 0.01 cfs of 13.26 cfs potential flow) 3=100-yr Orifice ( Controls 0.00 cfs) Type II 24-hr 10 YR Rainfall=3.83"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 18HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Pond UND-A: West Detention Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.614 ac Peak Elev=828.18' Storage=45,095 cf 18.90 cfs 0.01 cfs Pond UND-A: West Detention Primary Stage-Discharge Discharge (cfs) 10Elevation (feet)830 829 828 827 826 825 100-yr Orifice 18" RCP Type II 24-hr 10 YR Rainfall=3.83"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 19HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Pond UND-B: East Detention Inflow Area = 2.089 ac, 98.13% Impervious, Inflow Depth = 3.60" for 10 YR event Inflow = 11.04 cfs @ 11.96 hrs, Volume= 0.626 af Outflow = 0.01 cfs @ 24.25 hrs, Volume= 0.042 af, Atten= 100%, Lag= 737.2 min Primary = 0.01 cfs @ 24.25 hrs, Volume= 0.042 af Routed to Link E : East Site Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 827.35' @ 24.15 hrs Surf.Area= 6,109 sf Storage= 26,580 cf Plug-Flow detention time= 1,411.0 min calculated for 0.042 af (7% of inflow) Center-of-Mass det. time= 981.2 min ( 1,730.0 - 748.8 ) Volume Invert Avail.Storage Storage Description #1 823.00' 44,779 cf CIP Vault (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 823.00 6,109 0 0 830.33 6,109 44,779 44,779 Device Routing Invert Outlet Devices #1 Primary 822.87'18.0" Round 18" RCP L= 9.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 822.87' / 822.83' S= 0.0044 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 823.00'0.5" Vert. 10-yr Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 827.35'4.8" Vert. 100-yr Orifice C= 0.600 Limited to weir flow at low heads #4 Device 3 823.00'18.0" Round 18" RCP L= 6.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 823.00' / 822.97' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=0.01 cfs @ 24.25 hrs HW=827.35' TW=0.00' (Dynamic Tailwater) 1=18" RCP (Passes 0.01 cfs of 16.43 cfs potential flow) 2=10-yr Orifice (Orifice Controls 0.01 cfs @ 10.02 fps) 3=100-yr Orifice (Orifice Controls 0.00 cfs @ 0.06 fps) 4=18" RCP (Passes 0.00 cfs of 0.15 cfs potential flow) Type II 24-hr 10 YR Rainfall=3.83"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 20HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Pond UND-B: East Detention Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.089 ac Peak Elev=827.35' Storage=26,580 cf 11.04 cfs 0.01 cfs Pond UND-B: East Detention Primary Stage-Discharge Discharge (cfs) 10Elevation (feet)830 829 828 827 826 825 824 823 10-yr Orifice + 18" RCP 100-yr Orifice Type II 24-hr 10 YR Rainfall=3.83"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 21HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Link E: East Site Inflow Area = 2.138 ac, 97.24% Impervious, Inflow Depth > 0.30" for 10 YR event Inflow = 0.25 cfs @ 11.95 hrs, Volume= 0.054 af Primary = 0.25 cfs @ 11.95 hrs, Volume= 0.054 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link E: East Site Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)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=2.138 ac 0.25 cfs 0.25 cfs Type II 24-hr 10 YR Rainfall=3.83"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 22HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Link W: West Site Inflow Area = 3.707 ac, 94.36% Impervious, Inflow Depth > 0.18" for 10 YR event Inflow = 0.39 cfs @ 11.96 hrs, Volume= 0.054 af Primary = 0.39 cfs @ 11.96 hrs, Volume= 0.054 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link W: West Site Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (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=3.707 ac 0.39 cfs 0.39 cfs Type II 24-hr 100 YR Rainfall=6.46"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 23HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment A: Basin A Runoff = 32.26 cfs @ 11.96 hrs, Volume= 1.838 af, Depth= 6.10" Routed to Pond UND-A : West Detention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 3.470 98 Impervious 0.144 80 >75% Grass cover, Good, HSG D 3.614 97 Weighted Average 0.144 3.98% Pervious Area 3.470 96.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment A: Basin A Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=3.614 ac Runoff Volume=1.838 af Runoff Depth=6.10" Tc=6.0 min CN=97 32.26 cfs Type II 24-hr 100 YR Rainfall=6.46"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 24HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment B: Basin B Runoff = 18.72 cfs @ 11.96 hrs, Volume= 1.083 af, Depth= 6.22" Routed to Pond UND-B : East Detention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 2.050 98 Impervious 0.039 80 >75% Grass cover, Good, HSG D 2.089 98 Weighted Average 0.039 1.87% Pervious Area 2.050 98.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment B: Basin B Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=2.089 ac Runoff Volume=1.083 af Runoff Depth=6.22" Tc=6.0 min CN=98 18.72 cfs Type II 24-hr 100 YR Rainfall=6.46"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 25HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment C: Basin C (Off-site) Runoff = 0.75 cfs @ 11.95 hrs, Volume= 0.037 af, Depth= 4.74" Routed to Link W : West Site Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 0.028 98 Impervious 0.065 80 >75% Grass cover, Good, HSG D 0.093 85 Weighted Average 0.065 69.89% Pervious Area 0.028 30.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment C: Basin C (Off-site) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (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 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.093 ac Runoff Volume=0.037 af Runoff Depth=4.74" Tc=5.0 min CN=85 0.75 cfs Type II 24-hr 100 YR Rainfall=6.46"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 26HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment D: Basin D (Off-site) Runoff = 0.43 cfs @ 11.95 hrs, Volume= 0.022 af, Depth= 5.41" Routed to Link E : East Site Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 0.029 98 Impervious 0.020 80 >75% Grass cover, Good, HSG D 0.049 91 Weighted Average 0.020 40.82% Pervious Area 0.029 59.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment D: Basin D (Off-site) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (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 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.049 ac Runoff Volume=0.022 af Runoff Depth=5.41" Tc=5.0 min CN=91 0.43 cfs Type II 24-hr 100 YR Rainfall=6.46"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 27HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Pond UND-A: West Detention Inflow Area = 3.614 ac, 96.02% Impervious, Inflow Depth = 6.10" for 100 YR event Inflow = 32.26 cfs @ 11.96 hrs, Volume= 1.838 af Outflow = 1.08 cfs @ 13.65 hrs, Volume= 0.799 af, Atten= 97%, Lag= 101.0 min Primary = 1.08 cfs @ 13.65 hrs, Volume= 0.799 af Routed to Link W : West Site Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 829.06' @ 13.65 hrs Surf.Area= 14,187 sf Storage= 57,662 cf Plug-Flow detention time= 502.2 min calculated for 0.799 af (43% of inflow) Center-of-Mass det. time= 359.9 min ( 1,106.7 - 746.8 ) Volume Invert Avail.Storage Storage Description #1 825.00' 75,617 cf CIP Vault (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 825.00 14,187 0 0 830.33 14,187 75,617 75,617 Device Routing Invert Outlet Devices #1 Primary 824.85'18.0" Round 18" RCP L= 51.0' Ke= 0.500 Inlet / Outlet Invert= 824.85' / 824.60' S= 0.0049 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 824.95'0.5" Vert. 10-yr Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 828.18'7.3" Vert. 100-yr Orifice C= 0.600 Limited to weir flow at low heads #4 Device 2 825.00'18.0" Round 18" RCP L= 10.0' Ke= 0.500 Inlet / Outlet Invert= 825.00' / 824.95' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=1.08 cfs @ 13.65 hrs HW=829.06' TW=0.00' (Dynamic Tailwater) 1=18" RCP (Passes 1.08 cfs of 15.65 cfs potential flow) 2=10-yr Orifice (Orifice Controls 0.01 cfs @ 9.74 fps) 4=18" RCP (Passes 0.01 cfs of 15.49 cfs potential flow) 3=100-yr Orifice (Orifice Controls 1.07 cfs @ 3.67 fps) Type II 24-hr 100 YR Rainfall=6.46"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 28HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Pond UND-A: West Detention Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=3.614 ac Peak Elev=829.06' Storage=57,662 cf 32.26 cfs 1.08 cfs Pond UND-A: West Detention Primary Stage-Discharge Discharge (cfs) 10Elevation (feet)830 829 828 827 826 825 100-yr Orifice 18" RCP Type II 24-hr 100 YR Rainfall=6.46"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 29HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Pond UND-B: East Detention Inflow Area = 2.089 ac, 98.13% Impervious, Inflow Depth = 6.22" for 100 YR event Inflow = 18.72 cfs @ 11.96 hrs, Volume= 1.083 af Outflow = 0.62 cfs @ 13.65 hrs, Volume= 0.486 af, Atten= 97%, Lag= 101.2 min Primary = 0.62 cfs @ 13.65 hrs, Volume= 0.486 af Routed to Link E : East Site Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 828.56' @ 13.65 hrs Surf.Area= 6,109 sf Storage= 33,983 cf Plug-Flow detention time= 508.1 min calculated for 0.486 af (45% of inflow) Center-of-Mass det. time= 365.8 min ( 1,105.7 - 739.9 ) Volume Invert Avail.Storage Storage Description #1 823.00' 44,779 cf CIP Vault (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 823.00 6,109 0 0 830.33 6,109 44,779 44,779 Device Routing Invert Outlet Devices #1 Primary 822.87'18.0" Round 18" RCP L= 9.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 822.87' / 822.83' S= 0.0044 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 823.00'0.5" Vert. 10-yr Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 827.35'4.8" Vert. 100-yr Orifice C= 0.600 Limited to weir flow at low heads #4 Device 3 823.00'18.0" Round 18" RCP L= 6.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 823.00' / 822.97' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=0.62 cfs @ 13.65 hrs HW=828.56' TW=0.00' (Dynamic Tailwater) 1=18" RCP (Passes 0.62 cfs of 18.92 cfs potential flow) 2=10-yr Orifice (Orifice Controls 0.02 cfs @ 11.34 fps) 3=100-yr Orifice (Orifice Controls 0.61 cfs @ 4.85 fps) 4=18" RCP (Passes 0.61 cfs of 9.37 cfs potential flow) Type II 24-hr 100 YR Rainfall=6.46"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 30HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Pond UND-B: East Detention Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.089 ac Peak Elev=828.56' Storage=33,983 cf 18.72 cfs 0.62 cfs Pond UND-B: East Detention Primary Stage-Discharge Discharge (cfs) 10Elevation (feet)830 829 828 827 826 825 824 823 10-yr Orifice + 18" RCP 100-yr Orifice Type II 24-hr 100 YR Rainfall=6.46"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 31HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Link E: East Site Inflow Area = 2.138 ac, 97.24% Impervious, Inflow Depth > 2.85" for 100 YR event Inflow = 0.64 cfs @ 13.51 hrs, Volume= 0.509 af Primary = 0.64 cfs @ 13.51 hrs, Volume= 0.509 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link E: East Site Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)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=2.138 ac 0.64 cfs 0.64 cfs Type II 24-hr 100 YR Rainfall=6.46"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 32HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Link W: West Site Inflow Area = 3.707 ac, 94.36% Impervious, Inflow Depth > 2.70" for 100 YR event Inflow = 1.11 cfs @ 13.53 hrs, Volume= 0.835 af Primary = 1.11 cfs @ 13.53 hrs, Volume= 0.835 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link W: West Site Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=3.707 ac 1.11 cfs 1.11 cfs Multi-Event Tables317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 40HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Events for Link W: West Site Event Inflow (cfs) Primary (cfs) Elevation (feet) 2 YR 0.26 0.26 0.00 10 YR 0.39 0.39 0.00 100 YR 1.11 1.11 0.00 Multi-Event Tables317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 37HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Events for Pond UND-A: West Detention Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 14.14 0.01 827.33 33,077 10 YR 18.90 0.01 828.18 45,095 100 YR 32.26 1.08 829.06 57,662 Multi-Event Tables317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 39HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Events for Link E: East Site Event Inflow (cfs) Primary (cfs) Elevation (feet) 2 YR 0.18 0.18 0.00 10 YR 0.25 0.25 0.00 100 YR 0.64 0.64 0.00 Multi-Event Tables317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc Page 38HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Events for Pond UND-B: East Detention Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 8.31 0.01 826.22 19,658 10 YR 11.04 0.01 827.35 26,580 100 YR 18.72 0.62 828.56 33,983 Proposed Conditions Actual Design A Basin A B Basin B C Basin C (Off-site) D Basin D (Off-site) UND-A West Detention UND-B East Detention E East Site W West Site Routing Diagram for 317-168 Proposed Conditions - Actual Prepared by CEC Inc, Printed 8/14/2023 HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link 317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 2HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.268 80 >75% Grass cover, Good, HSG D (A, B, C, D) 5.577 98 Impervious (A, B, C, D) 5.845 97 TOTAL AREA Type II 24-hr 2 YR Rainfall=2.90"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 3HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment A: Basin A Runoff = 14.14 cfs @ 11.96 hrs, Volume= 0.771 af, Depth= 2.56" Routed to Pond UND-A : West Detention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 3.470 98 Impervious 0.144 80 >75% Grass cover, Good, HSG D 3.614 97 Weighted Average 0.144 3.98% Pervious Area 3.470 96.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment A: Basin A Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=3.614 ac Runoff Volume=0.771 af Runoff Depth=2.56" Tc=6.0 min CN=97 14.14 cfs Type II 24-hr 2 YR Rainfall=2.90"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 4HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment B: Basin B Runoff = 8.31 cfs @ 11.96 hrs, Volume= 0.465 af, Depth= 2.67" Routed to Pond UND-B : East Detention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 2.050 98 Impervious 0.039 80 >75% Grass cover, Good, HSG D 2.089 98 Weighted Average 0.039 1.87% Pervious Area 2.050 98.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment B: Basin B Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=2.089 ac Runoff Volume=0.465 af Runoff Depth=2.67" Tc=6.0 min CN=98 8.31 cfs Type II 24-hr 2 YR Rainfall=2.90"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 5HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment C: Basin C (Off-site) Runoff = 0.25 cfs @ 11.96 hrs, Volume= 0.012 af, Depth= 1.50" Routed to Link W : West Site Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 0.028 98 Impervious 0.065 80 >75% Grass cover, Good, HSG D 0.093 85 Weighted Average 0.065 69.89% Pervious Area 0.028 30.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment C: Basin C (Off-site) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (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 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.093 ac Runoff Volume=0.012 af Runoff Depth=1.50" Tc=5.0 min CN=85 0.25 cfs Type II 24-hr 2 YR Rainfall=2.90"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 6HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment D: Basin D (Off-site) Runoff = 0.17 cfs @ 11.95 hrs, Volume= 0.008 af, Depth= 1.98" Routed to Link E : East Site Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 0.029 98 Impervious 0.020 80 >75% Grass cover, Good, HSG D 0.049 91 Weighted Average 0.020 40.82% Pervious Area 0.029 59.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment D: Basin D (Off-site) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (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 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.049 ac Runoff Volume=0.008 af Runoff Depth=1.98" Tc=5.0 min CN=91 0.17 cfs Type II 24-hr 2 YR Rainfall=2.90"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 7HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Pond UND-A: West Detention Inflow Area = 3.614 ac, 96.02% Impervious, Inflow Depth = 2.56" for 2 YR event Inflow = 14.14 cfs @ 11.96 hrs, Volume= 0.771 af Outflow = 0.14 cfs @ 19.81 hrs, Volume= 0.409 af, Atten= 99%, Lag= 471.1 min Primary = 0.14 cfs @ 19.81 hrs, Volume= 0.409 af Routed to Link W : West Site Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 826.89' @ 19.81 hrs Surf.Area= 14,187 sf Storage= 26,838 cf Plug-Flow detention time= 1,047.1 min calculated for 0.409 af (53% of inflow) Center-of-Mass det. time= 932.5 min ( 1,697.4 - 765.0 ) Volume Invert Avail.Storage Storage Description #1 825.00' 75,617 cf CIP Vault (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 825.00 14,187 0 0 830.33 14,187 75,617 75,617 Device Routing Invert Outlet Devices #1 Primary 824.85'18.0" Round 18" RCP L= 51.0' Ke= 0.500 Inlet / Outlet Invert= 824.85' / 824.60' S= 0.0049 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 824.95'2.0" Vert. 10-yr Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 828.18'7.3" Vert. 100-yr Orifice C= 0.600 Limited to weir flow at low heads #4 Device 2 825.00'18.0" Round 18" RCP L= 10.0' Ke= 0.500 Inlet / Outlet Invert= 825.00' / 824.95' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=0.14 cfs @ 19.81 hrs HW=826.89' TW=0.00' (Dynamic Tailwater) 1=18" RCP (Passes 0.14 cfs of 8.09 cfs potential flow) 2=10-yr Orifice (Orifice Controls 0.14 cfs @ 6.56 fps) 4=18" RCP (Passes 0.14 cfs of 7.81 cfs potential flow) 3=100-yr Orifice ( Controls 0.00 cfs) Type II 24-hr 2 YR Rainfall=2.90"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 8HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Pond UND-A: West Detention Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.614 ac Peak Elev=826.89' Storage=26,838 cf 14.14 cfs 0.14 cfs Pond UND-A: West Detention Primary Stage-Discharge Discharge (cfs) 210Elevation (feet)830 829 828 827 826 825 100-yr Orifice 18" RCP Type II 24-hr 2 YR Rainfall=2.90"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 9HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Pond UND-B: East Detention Inflow Area = 2.089 ac, 98.13% Impervious, Inflow Depth = 2.67" for 2 YR event Inflow = 8.31 cfs @ 11.96 hrs, Volume= 0.465 af Outflow = 0.16 cfs @ 15.66 hrs, Volume= 0.392 af, Atten= 98%, Lag= 222.2 min Primary = 0.16 cfs @ 15.66 hrs, Volume= 0.392 af Routed to Link E : East Site Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 825.34' @ 15.66 hrs Surf.Area= 6,109 sf Storage= 14,307 cf Plug-Flow detention time= 909.0 min calculated for 0.391 af (84% of inflow) Center-of-Mass det. time= 839.9 min ( 1,594.6 - 754.7 ) Volume Invert Avail.Storage Storage Description #1 823.00' 44,779 cf CIP Vault (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 823.00 6,109 0 0 830.33 6,109 44,779 44,779 Device Routing Invert Outlet Devices #1 Primary 822.87'18.0" Round 18" RCP L= 9.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 822.87' / 822.83' S= 0.0044 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 823.00'2.0" Vert. 10-yr Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 827.35'4.8" Vert. 100-yr Orifice C= 0.600 Limited to weir flow at low heads #4 Device 3 823.00'18.0" Round 18" RCP L= 6.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 823.00' / 822.97' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=0.16 cfs @ 15.66 hrs HW=825.34' TW=0.00' (Dynamic Tailwater) 1=18" RCP (Passes 0.16 cfs of 11.06 cfs potential flow) 2=10-yr Orifice (Orifice Controls 0.16 cfs @ 7.24 fps) 3=100-yr Orifice ( Controls 0.00 cfs) 4=18" RCP ( Controls 0.00 cfs) Type II 24-hr 2 YR Rainfall=2.90"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 10HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Pond UND-B: East Detention Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=2.089 ac Peak Elev=825.34' Storage=14,307 cf 8.31 cfs 0.16 cfs Pond UND-B: East Detention Primary Stage-Discharge Discharge (cfs) 10Elevation (feet)830 829 828 827 826 825 824 823 10-yr Orifice + 18" RCP 100-yr Orifice Type II 24-hr 2 YR Rainfall=2.90"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 11HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Link E: East Site Inflow Area = 2.138 ac, 97.24% Impervious, Inflow Depth > 2.24" for 2 YR event Inflow = 0.29 cfs @ 11.96 hrs, Volume= 0.400 af Primary = 0.29 cfs @ 11.96 hrs, Volume= 0.400 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link E: East Site Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (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=2.138 ac 0.29 cfs 0.29 cfs Type II 24-hr 2 YR Rainfall=2.90"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 12HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Link W: West Site Inflow Area = 3.707 ac, 94.36% Impervious, Inflow Depth > 1.36" for 2 YR event Inflow = 0.36 cfs @ 11.96 hrs, Volume= 0.421 af Primary = 0.36 cfs @ 11.96 hrs, Volume= 0.421 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link W: West Site Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (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=3.707 ac 0.36 cfs 0.36 cfs Type II 24-hr 10 YR Rainfall=3.83"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 13HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment A: Basin A Runoff = 18.90 cfs @ 11.96 hrs, Volume= 1.049 af, Depth= 3.48" Routed to Pond UND-A : West Detention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 3.470 98 Impervious 0.144 80 >75% Grass cover, Good, HSG D 3.614 97 Weighted Average 0.144 3.98% Pervious Area 3.470 96.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment A: Basin A Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=3.614 ac Runoff Volume=1.049 af Runoff Depth=3.48" Tc=6.0 min CN=97 18.90 cfs Type II 24-hr 10 YR Rainfall=3.83"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 14HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment B: Basin B Runoff = 11.04 cfs @ 11.96 hrs, Volume= 0.626 af, Depth= 3.60" Routed to Pond UND-B : East Detention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 2.050 98 Impervious 0.039 80 >75% Grass cover, Good, HSG D 2.089 98 Weighted Average 0.039 1.87% Pervious Area 2.050 98.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment B: Basin B Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=2.089 ac Runoff Volume=0.626 af Runoff Depth=3.60" Tc=6.0 min CN=98 11.04 cfs Type II 24-hr 10 YR Rainfall=3.83"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 15HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment C: Basin C (Off-site) Runoff = 0.38 cfs @ 11.96 hrs, Volume= 0.018 af, Depth= 2.31" Routed to Link W : West Site Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 0.028 98 Impervious 0.065 80 >75% Grass cover, Good, HSG D 0.093 85 Weighted Average 0.065 69.89% Pervious Area 0.028 30.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment C: Basin C (Off-site) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (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 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.093 ac Runoff Volume=0.018 af Runoff Depth=2.31" Tc=5.0 min CN=85 0.38 cfs Type II 24-hr 10 YR Rainfall=3.83"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 16HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment D: Basin D (Off-site) Runoff = 0.24 cfs @ 11.95 hrs, Volume= 0.012 af, Depth= 2.85" Routed to Link E : East Site Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 0.029 98 Impervious 0.020 80 >75% Grass cover, Good, HSG D 0.049 91 Weighted Average 0.020 40.82% Pervious Area 0.029 59.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment D: Basin D (Off-site) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.049 ac Runoff Volume=0.012 af Runoff Depth=2.85" Tc=5.0 min CN=91 0.24 cfs Type II 24-hr 10 YR Rainfall=3.83"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 17HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Pond UND-A: West Detention Inflow Area = 3.614 ac, 96.02% Impervious, Inflow Depth = 3.48" for 10 YR event Inflow = 18.90 cfs @ 11.96 hrs, Volume= 1.049 af Outflow = 0.17 cfs @ 21.68 hrs, Volume= 0.495 af, Atten= 99%, Lag= 583.3 min Primary = 0.17 cfs @ 21.68 hrs, Volume= 0.495 af Routed to Link W : West Site Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 827.63' @ 21.68 hrs Surf.Area= 14,187 sf Storage= 37,323 cf Plug-Flow detention time= 1,066.0 min calculated for 0.495 af (47% of inflow) Center-of-Mass det. time= 939.2 min ( 1,697.1 - 757.9 ) Volume Invert Avail.Storage Storage Description #1 825.00' 75,617 cf CIP Vault (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 825.00 14,187 0 0 830.33 14,187 75,617 75,617 Device Routing Invert Outlet Devices #1 Primary 824.85'18.0" Round 18" RCP L= 51.0' Ke= 0.500 Inlet / Outlet Invert= 824.85' / 824.60' S= 0.0049 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 824.95'2.0" Vert. 10-yr Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 828.18'7.3" Vert. 100-yr Orifice C= 0.600 Limited to weir flow at low heads #4 Device 2 825.00'18.0" Round 18" RCP L= 10.0' Ke= 0.500 Inlet / Outlet Invert= 825.00' / 824.95' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=0.17 cfs @ 21.68 hrs HW=827.63' TW=0.00' (Dynamic Tailwater) 1=18" RCP (Passes 0.17 cfs of 11.25 cfs potential flow) 2=10-yr Orifice (Orifice Controls 0.17 cfs @ 7.76 fps) 4=18" RCP (Passes 0.17 cfs of 11.67 cfs potential flow) 3=100-yr Orifice ( Controls 0.00 cfs) Type II 24-hr 10 YR Rainfall=3.83"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 18HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Pond UND-A: West Detention Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.614 ac Peak Elev=827.63' Storage=37,323 cf 18.90 cfs 0.17 cfs Pond UND-A: West Detention Primary Stage-Discharge Discharge (cfs) 210Elevation (feet)830 829 828 827 826 825 100-yr Orifice 18" RCP Type II 24-hr 10 YR Rainfall=3.83"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 19HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Pond UND-B: East Detention Inflow Area = 2.089 ac, 98.13% Impervious, Inflow Depth = 3.60" for 10 YR event Inflow = 11.04 cfs @ 11.96 hrs, Volume= 0.626 af Outflow = 0.19 cfs @ 16.08 hrs, Volume= 0.489 af, Atten= 98%, Lag= 247.2 min Primary = 0.19 cfs @ 16.08 hrs, Volume= 0.489 af Routed to Link E : East Site Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 826.22' @ 16.08 hrs Surf.Area= 6,109 sf Storage= 19,690 cf Plug-Flow detention time= 949.2 min calculated for 0.488 af (78% of inflow) Center-of-Mass det. time= 865.8 min ( 1,614.6 - 748.8 ) Volume Invert Avail.Storage Storage Description #1 823.00' 44,779 cf CIP Vault (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 823.00 6,109 0 0 830.33 6,109 44,779 44,779 Device Routing Invert Outlet Devices #1 Primary 822.87'18.0" Round 18" RCP L= 9.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 822.87' / 822.83' S= 0.0044 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 823.00'2.0" Vert. 10-yr Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 827.35'4.8" Vert. 100-yr Orifice C= 0.600 Limited to weir flow at low heads #4 Device 3 823.00'18.0" Round 18" RCP L= 6.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 823.00' / 822.97' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=0.19 cfs @ 16.08 hrs HW=826.22' TW=0.00' (Dynamic Tailwater) 1=18" RCP (Passes 0.19 cfs of 13.73 cfs potential flow) 2=10-yr Orifice (Orifice Controls 0.19 cfs @ 8.53 fps) 3=100-yr Orifice ( Controls 0.00 cfs) 4=18" RCP ( Controls 0.00 cfs) Type II 24-hr 10 YR Rainfall=3.83"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 20HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Pond UND-B: East Detention Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.089 ac Peak Elev=826.22' Storage=19,690 cf 11.04 cfs 0.19 cfs Pond UND-B: East Detention Primary Stage-Discharge Discharge (cfs) 10Elevation (feet)830 829 828 827 826 825 824 823 10-yr Orifice + 18" RCP 100-yr Orifice Type II 24-hr 10 YR Rainfall=3.83"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 21HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Link E: East Site Inflow Area = 2.138 ac, 97.24% Impervious, Inflow Depth > 2.81" for 10 YR event Inflow = 0.38 cfs @ 11.96 hrs, Volume= 0.500 af Primary = 0.38 cfs @ 11.96 hrs, Volume= 0.500 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link E: East Site Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (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=2.138 ac 0.38 cfs 0.38 cfs Type II 24-hr 10 YR Rainfall=3.83"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 22HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Link W: West Site Inflow Area = 3.707 ac, 94.36% Impervious, Inflow Depth > 1.66" for 10 YR event Inflow = 0.51 cfs @ 11.96 hrs, Volume= 0.513 af Primary = 0.51 cfs @ 11.96 hrs, Volume= 0.513 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link W: West Site Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (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=3.707 ac 0.51 cfs 0.51 cfs Type II 24-hr 100 YR Rainfall=6.46"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 23HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment A: Basin A Runoff = 32.26 cfs @ 11.96 hrs, Volume= 1.838 af, Depth= 6.10" Routed to Pond UND-A : West Detention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 3.470 98 Impervious 0.144 80 >75% Grass cover, Good, HSG D 3.614 97 Weighted Average 0.144 3.98% Pervious Area 3.470 96.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment A: Basin A Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=3.614 ac Runoff Volume=1.838 af Runoff Depth=6.10" Tc=6.0 min CN=97 32.26 cfs Type II 24-hr 100 YR Rainfall=6.46"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 24HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment B: Basin B Runoff = 18.72 cfs @ 11.96 hrs, Volume= 1.083 af, Depth= 6.22" Routed to Pond UND-B : East Detention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 2.050 98 Impervious 0.039 80 >75% Grass cover, Good, HSG D 2.089 98 Weighted Average 0.039 1.87% Pervious Area 2.050 98.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment B: Basin B Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=2.089 ac Runoff Volume=1.083 af Runoff Depth=6.22" Tc=6.0 min CN=98 18.72 cfs Type II 24-hr 100 YR Rainfall=6.46"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 25HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment C: Basin C (Off-site) Runoff = 0.75 cfs @ 11.95 hrs, Volume= 0.037 af, Depth= 4.74" Routed to Link W : West Site Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 0.028 98 Impervious 0.065 80 >75% Grass cover, Good, HSG D 0.093 85 Weighted Average 0.065 69.89% Pervious Area 0.028 30.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment C: Basin C (Off-site) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (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 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.093 ac Runoff Volume=0.037 af Runoff Depth=4.74" Tc=5.0 min CN=85 0.75 cfs Type II 24-hr 100 YR Rainfall=6.46"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 26HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment D: Basin D (Off-site) Runoff = 0.43 cfs @ 11.95 hrs, Volume= 0.022 af, Depth= 5.41" Routed to Link E : East Site Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 0.029 98 Impervious 0.020 80 >75% Grass cover, Good, HSG D 0.049 91 Weighted Average 0.020 40.82% Pervious Area 0.029 59.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment D: Basin D (Off-site) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (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 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.049 ac Runoff Volume=0.022 af Runoff Depth=5.41" Tc=5.0 min CN=91 0.43 cfs Type II 24-hr 100 YR Rainfall=6.46"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 27HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Pond UND-A: West Detention Inflow Area = 3.614 ac, 96.02% Impervious, Inflow Depth = 6.10" for 100 YR event Inflow = 32.26 cfs @ 11.96 hrs, Volume= 1.838 af Outflow = 1.13 cfs @ 13.56 hrs, Volume= 1.092 af, Atten= 97%, Lag= 95.6 min Primary = 1.13 cfs @ 13.56 hrs, Volume= 1.092 af Routed to Link W : West Site Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 828.92' @ 13.56 hrs Surf.Area= 14,187 sf Storage= 55,586 cf Plug-Flow detention time= 712.6 min calculated for 1.091 af (59% of inflow) Center-of-Mass det. time= 602.5 min ( 1,349.2 - 746.8 ) Volume Invert Avail.Storage Storage Description #1 825.00' 75,617 cf CIP Vault (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 825.00 14,187 0 0 830.33 14,187 75,617 75,617 Device Routing Invert Outlet Devices #1 Primary 824.85'18.0" Round 18" RCP L= 51.0' Ke= 0.500 Inlet / Outlet Invert= 824.85' / 824.60' S= 0.0049 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 824.95'2.0" Vert. 10-yr Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 828.18'7.3" Vert. 100-yr Orifice C= 0.600 Limited to weir flow at low heads #4 Device 2 825.00'18.0" Round 18" RCP L= 10.0' Ke= 0.500 Inlet / Outlet Invert= 825.00' / 824.95' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=1.13 cfs @ 13.56 hrs HW=828.92' TW=0.00' (Dynamic Tailwater) 1=18" RCP (Passes 1.13 cfs of 15.26 cfs potential flow) 2=10-yr Orifice (Orifice Controls 0.21 cfs @ 9.49 fps) 4=18" RCP (Passes 0.21 cfs of 15.14 cfs potential flow) 3=100-yr Orifice (Orifice Controls 0.92 cfs @ 3.17 fps) Type II 24-hr 100 YR Rainfall=6.46"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 28HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Pond UND-A: West Detention Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=3.614 ac Peak Elev=828.92' Storage=55,586 cf 32.26 cfs 1.13 cfs Pond UND-A: West Detention Primary Stage-Discharge Discharge (cfs) 210Elevation (feet)830 829 828 827 826 825 100-yr Orifice 18" RCP Type II 24-hr 100 YR Rainfall=6.46"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 29HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Pond UND-B: East Detention Inflow Area = 2.089 ac, 98.13% Impervious, Inflow Depth = 6.22" for 100 YR event Inflow = 18.72 cfs @ 11.96 hrs, Volume= 1.083 af Outflow = 0.70 cfs @ 13.42 hrs, Volume= 0.827 af, Atten= 96%, Lag= 87.5 min Primary = 0.70 cfs @ 13.42 hrs, Volume= 0.827 af Routed to Link E : East Site Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 828.15' @ 13.42 hrs Surf.Area= 6,109 sf Storage= 31,446 cf Plug-Flow detention time= 788.1 min calculated for 0.826 af (76% of inflow) Center-of-Mass det. time= 700.9 min ( 1,440.8 - 739.9 ) Volume Invert Avail.Storage Storage Description #1 823.00' 44,779 cf CIP Vault (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 823.00 6,109 0 0 830.33 6,109 44,779 44,779 Device Routing Invert Outlet Devices #1 Primary 822.87'18.0" Round 18" RCP L= 9.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 822.87' / 822.83' S= 0.0044 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 823.00'2.0" Vert. 10-yr Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 827.35'4.8" Vert. 100-yr Orifice C= 0.600 Limited to weir flow at low heads #4 Device 3 823.00'18.0" Round 18" RCP L= 6.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 823.00' / 822.97' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=0.70 cfs @ 13.42 hrs HW=828.15' TW=0.00' (Dynamic Tailwater) 1=18" RCP (Passes 0.70 cfs of 18.10 cfs potential flow) 2=10-yr Orifice (Orifice Controls 0.24 cfs @ 10.84 fps) 3=100-yr Orifice (Orifice Controls 0.47 cfs @ 3.72 fps) 4=18" RCP (Passes 0.47 cfs of 7.60 cfs potential flow) Type II 24-hr 100 YR Rainfall=6.46"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 30HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Pond UND-B: East Detention Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.089 ac Peak Elev=828.15' Storage=31,446 cf 18.72 cfs 0.70 cfs Pond UND-B: East Detention Primary Stage-Discharge Discharge (cfs) 10Elevation (feet)830 829 828 827 826 825 824 823 10-yr Orifice + 18" RCP 100-yr Orifice Type II 24-hr 100 YR Rainfall=6.46"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 31HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Link E: East Site Inflow Area = 2.138 ac, 97.24% Impervious, Inflow Depth > 4.77" for 100 YR event Inflow = 0.72 cfs @ 13.33 hrs, Volume= 0.849 af Primary = 0.72 cfs @ 13.33 hrs, Volume= 0.849 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link E: East Site Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (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=2.138 ac 0.72 cfs 0.72 cfs Type II 24-hr 100 YR Rainfall=6.46"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 32HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Link W: West Site Inflow Area = 3.707 ac, 94.36% Impervious, Inflow Depth > 3.65" for 100 YR event Inflow = 1.16 cfs @ 13.47 hrs, Volume= 1.129 af Primary = 1.16 cfs @ 13.47 hrs, Volume= 1.129 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link W: West Site Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=3.707 ac 1.16 cfs 1.16 cfs Type II 24-hr 100 YR Rainfall=6.46"317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Events for Link W: West Site Event Inflow (cfs) Primary (cfs) Depth (inches) 2 YR 0.36 0.36 1.36 10 YR 0.51 0.51 1.66 100 YR 1.16 1.16 3.65 Multi-Event Tables317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 37HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Events for Pond UND-A: West Detention Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 14.14 0.14 826.89 26,838 10 YR 18.90 0.17 827.63 37,323 100 YR 32.26 1.13 828.92 55,586 Type II 24-hr 100 YR Rainfall=6.46"317-168 Proposed Conditions - Theoretical Printed 8/14/2023Prepared by CEC Inc HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Events for Link E: East Site Event Inflow (cfs) Primary (cfs) Depth (inches) 2 YR 0.29 0.29 2.24 10 YR 0.38 0.38 2.81 100 YR 0.72 0.72 4.77 Multi-Event Tables317-168 Proposed Conditions - Actual Printed 8/14/2023Prepared by CEC Inc Page 38HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Events for Pond UND-B: East Detention Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 8.31 0.16 825.34 14,307 10 YR 11.04 0.19 826.22 19,690 100 YR 18.72 0.70 828.15 31,446 APPENDIX G EMERGENCY OVERFLOW CALCULATIONS Type II 24-hr 100 YR Rainfall=6.46"317-168 Emergency Overflow Printed 10/18/2023Prepared by CEC Inc HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Events for Pond UND-A: West Detention Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 100 YR 40.32 4.60 829.57 64,785 Type II 24-hr 100 YR Rainfall=6.46"317-168 Emergency Overflow Printed 10/18/2023Prepared by CEC Inc HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Events for Pond UND-B: East Detention Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 100 YR 23.40 4.90 829.09 37,197 Emergency Overflow Conditions A Basin A B Basin B UND-A West Detention UND-B East Detention x1.25(A) Overflow (A) x1.25(B) Overflow (B) Routing Diagram for 317-168 Emergency Overflow Prepared by CEC Inc, Printed 10/18/2023 HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link 317-168 Emergency Overflow Printed 10/18/2023Prepared by CEC Inc Page 2HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.183 80 >75% Grass cover, Good, HSG D (A, B) 5.520 98 Impervious (A, B) 5.703 97 TOTAL AREA Type II 24-hr 100 YR Rainfall=6.46"317-168 Emergency Overflow Printed 10/18/2023Prepared by CEC Inc Page 3HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment A: Basin A Runoff = 32.26 cfs @ 11.96 hrs, Volume= 1.838 af, Depth= 6.10" Routed to Link x1.25(A) : Overflow (A) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 3.470 98 Impervious 0.144 80 >75% Grass cover, Good, HSG D 3.614 97 Weighted Average 0.144 3.98% Pervious Area 3.470 96.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment A: Basin A Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=3.614 ac Runoff Volume=1.838 af Runoff Depth=6.10" Tc=6.0 min CN=97 32.26 cfs Type II 24-hr 100 YR Rainfall=6.46"317-168 Emergency Overflow Printed 10/18/2023Prepared by CEC Inc Page 4HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment B: Basin B Runoff = 18.72 cfs @ 11.96 hrs, Volume= 1.083 af, Depth= 6.22" Routed to Link x1.25(B) : Overflow (B) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 2.050 98 Impervious 0.039 80 >75% Grass cover, Good, HSG D 2.089 98 Weighted Average 0.039 1.87% Pervious Area 2.050 98.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment B: Basin B Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=2.089 ac Runoff Volume=1.083 af Runoff Depth=6.22" Tc=6.0 min CN=98 18.72 cfs Type II 24-hr 100 YR Rainfall=6.46"317-168 Emergency Overflow Printed 10/18/2023Prepared by CEC Inc Page 5HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Pond UND-A: West Detention Inflow Area = 3.614 ac, 96.02% Impervious, Inflow Depth = 7.63" for 100 YR event Inflow = 40.32 cfs @ 11.96 hrs, Volume= 2.298 af Outflow = 4.60 cfs @ 12.29 hrs, Volume= 0.975 af, Atten= 89%, Lag= 20.0 min Primary = 4.60 cfs @ 12.29 hrs, Volume= 0.975 af Routed to nonexistent node W Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 829.57' @ 12.29 hrs Surf.Area= 14,187 sf Storage= 64,785 cf Plug-Flow detention time= 341.0 min calculated for 0.974 af (42% of inflow) Center-of-Mass det. time= 197.5 min ( 944.3 - 746.8 ) Volume Invert Avail.Storage Storage Description #1 825.00' 75,617 cf CIP Vault (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 825.00 14,187 0 0 830.33 14,187 75,617 75,617 Device Routing Invert Outlet Devices #1 Primary 824.85'18.0" Round 18" RCP L= 51.0' Ke= 0.500 Inlet / Outlet Invert= 824.85' / 824.60' S= 0.0049 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 829.06'4.0' long Overflow Weir 2 End Contraction(s) #3 Device 2 825.00'18.0" Round 18" RCP L= 10.0' Ke= 0.500 Inlet / Outlet Invert= 825.00' / 824.95' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=4.59 cfs @ 12.29 hrs HW=829.57' (Free Discharge) 1=18" RCP (Passes 4.59 cfs of 16.93 cfs potential flow) 2=Overflow Weir (Weir Controls 4.59 cfs @ 2.33 fps) 3=18" RCP (Passes 4.59 cfs of 6.05 cfs potential flow) Type II 24-hr 100 YR Rainfall=6.46"317-168 Emergency Overflow Printed 10/18/2023Prepared by CEC Inc Page 6HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Pond UND-A: West Detention Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=3.614 ac Peak Elev=829.57' Storage=64,785 cf 40.32 cfs 4.60 cfs Pond UND-A: West Detention Primary Stage-Discharge Discharge (cfs) 9876543210Elevation (feet)830 829 828 827 826 825 Overflow Weir 18" RCP Type II 24-hr 100 YR Rainfall=6.46"317-168 Emergency Overflow Printed 10/18/2023Prepared by CEC Inc Page 7HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Pond UND-B: East Detention Inflow Area = 2.089 ac, 98.13% Impervious, Inflow Depth = 7.78" for 100 YR event Inflow = 23.40 cfs @ 11.96 hrs, Volume= 1.354 af Outflow = 4.90 cfs @ 12.15 hrs, Volume= 0.574 af, Atten= 79%, Lag= 11.0 min Primary = 4.90 cfs @ 12.15 hrs, Volume= 0.574 af Routed to nonexistent node E Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 829.09' @ 12.15 hrs Surf.Area= 6,109 sf Storage= 37,197 cf Plug-Flow detention time= 329.9 min calculated for 0.573 af (42% of inflow) Center-of-Mass det. time= 179.9 min ( 919.8 - 739.9 ) Volume Invert Avail.Storage Storage Description #1 823.00' 44,779 cf CIP Vault (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 823.00 6,109 0 0 830.33 6,109 44,779 44,779 Device Routing Invert Outlet Devices #1 Primary 822.87'18.0" Round 18" RCP L= 9.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 822.87' / 822.83' S= 0.0044 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 828.56'4.0' long Overflow Weir 2 End Contraction(s) #3 Device 2 823.00'18.0" Round 18" RCP L= 6.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 823.00' / 822.97' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=4.87 cfs @ 12.15 hrs HW=829.09' (Free Discharge) 1=18" RCP (Passes 4.87 cfs of 19.89 cfs potential flow) 2=Overflow Weir (Weir Controls 4.87 cfs @ 2.37 fps) 3=18" RCP (Passes 4.87 cfs of 6.18 cfs potential flow) Type II 24-hr 100 YR Rainfall=6.46"317-168 Emergency Overflow Printed 10/18/2023Prepared by CEC Inc Page 8HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Pond UND-B: East Detention Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=2.089 ac Peak Elev=829.09' Storage=37,197 cf 23.40 cfs 4.90 cfs Pond UND-B: East Detention Primary Stage-Discharge Discharge (cfs) 11109876543210Elevation (feet)830 829 828 827 826 825 824 823 Overflow Weir 18" RCP Type II 24-hr 100 YR Rainfall=6.46"317-168 Emergency Overflow Printed 10/18/2023Prepared by CEC Inc Page 9HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Link x1.25(A): Overflow (A) Inflow Area = 3.614 ac, 96.02% Impervious, Inflow Depth = 6.10" for 100 YR event Inflow = 32.26 cfs @ 11.96 hrs, Volume= 1.838 af Primary = 40.32 cfs @ 11.96 hrs, Volume= 2.298 af, Atten= 0%, Lag= 0.0 min Routed to Pond UND-A : West Detention Primary outflow = Inflow x 1.25, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link x1.25(A): Overflow (A) Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=3.614 ac x 1.2532.26 cfs 40.32 cfs Type II 24-hr 100 YR Rainfall=6.46"317-168 Emergency Overflow Printed 10/18/2023Prepared by CEC Inc Page 10HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Link x1.25(B): Overflow (B) Inflow Area = 2.089 ac, 98.13% Impervious, Inflow Depth = 6.22" for 100 YR event Inflow = 18.72 cfs @ 11.96 hrs, Volume= 1.083 af Primary = 23.40 cfs @ 11.96 hrs, Volume= 1.354 af, Atten= 0%, Lag= 0.0 min Routed to Pond UND-B : East Detention Primary outflow = Inflow x 1.25, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link x1.25(B): Overflow (B) Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=2.089 ac x 1.2518.72 cfs 23.40 cfs APPENDIX H WATER QUALITY CALCULATIONS SGRESTAURANTF.F.E. = 834.33M.F.P.G.= 834.91M.F.P.G.= 834.91DNPROPOSED BUILDINGF.F.E. = 833.00M.F.P.G. = 828.13M.L.A.G. = 828.13DNPROPOSED BUILDINGF.F.E. = 833.00M.F.P.G.= 835.31M.L.A.G.= 835.31(LOWER LEVEL)PROPOSED BUILDINGF.F.E. = 844.00M.F.P.G.= 828.13M.L.A.G.= 828.13(1ST FLOOR)MAP LEGEND:DATE:DWG SCALE:DRAWN BY:CHECKED BY:APPROVED BY:PROJECT NO:FIGURE NO.:WATER QUALITY WATERSHED MAP317-1681"=60'08/11/2023HYCDRAFTDRAFTE-1STUDIO M ARCHITECTUREMONON SQUARE620 S. RANGELINE ROADCARMEL, INDIANA 46032530 E. Ohio Street, Suite G - Indianapolis, IN 46204317-655-7777 · 877-746-0749 www.cecinc.comNORTH Water Quality Sizing STR 103 BASIN A STR 202 BASIN B Routing Diagram for 317-168 - WQ Prepared by CEC Inc, Printed 8/14/2023 HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link 317-168 - WQ Printed 8/14/2023Prepared by CEC Inc Page 2HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 5.750 99 Curve Number (STR 103, STR 202) 5.750 99 TOTAL AREA Type II 24-hr WQ Rainfall=1.00"317-168 - WQ Printed 8/14/2023Prepared by CEC Inc Page 3HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment STR 103: BASIN A Runoff = 5.09 cfs @ 11.95 hrs, Volume= 0.268 af, Depth= 0.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr WQ Rainfall=1.00" Area (ac) CN Description * 3.620 99 Curve Number 3.620 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment STR 103: BASIN A Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type II 24-hr WQ Rainfall=1.00" Runoff Area=3.620 ac Runoff Volume=0.268 af Runoff Depth=0.89" Tc=5.0 min CN=99 5.09 cfs Type II 24-hr WQ Rainfall=1.00"317-168 - WQ Printed 8/14/2023Prepared by CEC Inc Page 4HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment STR 202: BASIN B Runoff = 3.00 cfs @ 11.95 hrs, Volume= 0.158 af, Depth= 0.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr WQ Rainfall=1.00" Area (ac) CN Description * 2.130 99 Curve Number 2.130 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment STR 202: BASIN B Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr WQ Rainfall=1.00" Runoff Area=2.130 ac Runoff Volume=0.158 af Runoff Depth=0.89" Tc=5.0 min CN=99 3.00 cfs Multi-Event Tables317-168 - WQ Printed 8/14/2023Prepared by CEC Inc Page 5HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Events for Subcatchment STR 103: BASIN A Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) WQ 1.00 5.09 0.268 0.89 Multi-Event Tables317-168 - WQ Printed 8/14/2023Prepared by CEC Inc Page 6HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Events for Subcatchment STR 202: BASIN B Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) WQ 1.00 3.00 0.158 0.89 Pipe Flow by Manning's Equation Civil & Environmental Consultants, Inc. Project Name:Monon Square By:HYC CEC Project No.:317-168 Date:08/11/23 Description:Water Quality Flow Depth Checked By: D = 1.25 ft n = 0.013 S = 0.0050 ft/ft A = 1.23 ft2 d = 0.07 ft Pw = 3.93 ft f =0.9556 rad Rh =0.31 ft A = 0.03 ft2 Q = 4.58 cfs Pw = 0.60 ft v = 3.73 ft/s Rh =0.05 ft Q = 0.03 cfs v = 1.03 ft/s d = 1.17 ft Q = 3.00 cfs f =5.2766 rad f =3.5043 rad A = 1.20 ft2 A = 0.75 ft2 Pw = 3.30 ft d = 0.73 ft Rh =0.36 ft Pw = 2.19 ft Q = 4.93 cfs Rh =0.34 ft v = 4.12 ft/s v = 3.98 ft/s D = Pipe diameter (ft)Q = (1.49/n)(A)(Rh)2/3(S)1/2 n = Manning's roughness coefficient S = Pipe slope (ft/ft)Rh = A/Pw A = Cross sectional flow area (ft2) Pw = Wetted perimeter (ft)v = Q/A Rh = Hydraulic radius (ft) Q = Flow rate (cfs)A = (0.5)(D/2)2(f - sinf) v = Flow velocity (ft/s) d = Flow depth (ft)Pw = (f)(D/2) f = Central angle (radians) d = (D/2) - [(D/2)(cos(f/2))] Notes: For Basin B Bypass Lane n source: Full Flow Maximum Flow Input Depth of Flow Input Flow Rate PIPE 173-641-Weir Height Calculation.xlsx Pipe Flow by Manning's Equation Civil & Environmental Consultants, Inc. Project Name:Monon Square By:HYC CEC Project No.:317-168 Date:08/11/23 Description:Water Quality Flow Depth Checked By: D = 1.50 ft n = 0.013 S = 0.0050 ft/ft A = 1.77 ft2 d = 0.07 ft Pw = 4.71 ft f =0.8710 rad Rh =0.38 ft A = 0.03 ft2 Q = 7.45 cfs Pw = 0.65 ft v = 4.21 ft/s Rh =0.05 ft Q = 0.03 cfs v = 1.04 ft/s d = 1.41 ft Q = 3.00 cfs f =5.2766 rad f =2.9073 rad A = 1.72 ft2 A = 0.75 ft2 Pw = 3.96 ft d = 0.65 ft Rh =0.44 ft Pw = 2.18 ft Q = 8.01 cfs Rh =0.35 ft v = 4.65 ft/s v = 3.99 ft/s D = Pipe diameter (ft)Q = (1.49/n)(A)(Rh)2/3(S)1/2 n = Manning's roughness coefficient S = Pipe slope (ft/ft)Rh = A/Pw A = Cross sectional flow area (ft2) Pw = Wetted perimeter (ft)v = Q/A Rh = Hydraulic radius (ft) Q = Flow rate (cfs)A = (0.5)(D/2)2(f - sinf) v = Flow velocity (ft/s) d = Flow depth (ft)Pw = (f)(D/2) f = Central angle (radians) d = (D/2) - [(D/2)(cos(f/2))] Notes: For Basin A Bypass Lane n source: Full Flow Maximum Flow Input Depth of Flow Input Flow Rate PIPE 173-641-Weir Height Calculation.xlsx City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 02/11/2020 Version 17.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 4-ft 1.12 2.95 9 6-ft 2.52 6.63 12 8-ft 4.49 11.81 15 10-ft 7.00 18.40 18 Hydro International Downstream Defender1 12 ft 10.08 26.51 21 3-ft 0.85 1.84 9 4-ft 1.5 3.24 9 5-ft 2.35 5.08 9 6-ft 3.38 7.30 9 7-ft 4.60 9.94 9 Hydro International First Defense High Capacity1 8-ft 6.00 12.96 9 HS-3 0.50 1.00 6 HS-4 0.88 1.76 6 HS-5 1.37 2.74 6 HS-6 1.98 3.96 6 HS-7 2.69 5.38 6 HS-8 3.52 7.04 6 HS-9 4.45 8.9 6 HS-10 5.49 10.98 6 HS-11 6.65 13.3 6 HydroStorm by Hydroworks, LLC1 HS-12 7.91 15.82 6 XC-2 0.57 1.16 6 XC-3 1.13 2.30 6 XC-4 1.86 3.79 6 XC-5 2.78 5.66 6 XC-6 3.88 7.90 6 XC-7 5.17 10.52 6 XC-8 6.64 13.51 6 XC-9 8.29 16.87 6 XC-10 10.13 20.62 6 XC-11 12.15 24.73 6 XC-12 14.35 29.20 6 AquaShield Aqua-Swirl Xcelerator1 XC-13 15.53 31.60 6 CS-4 1.80 4.03 9 CS-5 2.81 6.29 9 CS-6 4.05 9.07 9 CS-8 7.20 16.1 9 CS-10 11.3 25.3 9 Contech Cascade Separator CS-12 16.2 36.3 9