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Drainage Report 09-18-20
Lakeside Apartments - Phase II Drainage Report 615 West Carmel Drive Carmel, IN 46032 September 18, 2020 Prepared For: Atapco Carmel, Inc. Prepared By: Kimley-Horn and Associates, Inc. 250 East 96th Street, Suite 580 Indianapolis, IN 46240 Contact: Greg Ripple, P.E. Phone: (317) 218-9560 KH Project Number: 1701100005 Lakeside Apartments - Phase II Page 2 September 18, 2020 Table of Contents 1.0. Project Summary .......................................................................................... 3 2.0. Introduction .................................................................................................. 3 3.0. Existing Conditions ........................................................................................ 3 4.0. Proposed Conditions ..................................................................................... 4 5.0 Appendices ................................................................................................... 7 Appendix A: Aerial Photography ................................................................................................................ 8 Appendix B: FEMA Firmette ....................................................................................................................... 9 Appendix C: NRCS Web Soil Survey .......................................................................................................... 10 Appendix D: Existing Drainage Conditions ............................................................................................... 11 Appendix E: Proposed Drainage Conditions ............................................................................................ 12 Appendix F: Proposed Storm Sewer Design ............................................................................................. 13 Appendix G: Stormwater Quality Design .................................................................................................. 14 Lakeside Apartments – Phase II Page 3 September 18, 2020 1.0. Project Summary Project Name: Lakeside Apartments – Phase II Location: 615 West Carmel Drive, Carmel, IN 46032 Report Type: Drainage Report Reviewing Agency: City of Carmel Storm Sewer Sizing: Rational Method Detention Basin Sizing: SCS Method (HydroCAD) Stormwater Quality: Hydrodynamic Separators, Wet Pond (Master Planned) Stormwater Quantity: Dry Detention Design Standards: The City of Carmel Stormwater Technical Standards Manual (Revised March 21, 2008) 2.0. Introduction Kimley-Horn and Associates, Inc. has been retained by Atapco Carmel, Inc. to prepare construction documents and provide civil engineering services for the proposed Lakeside Apartments – Phase II, the proposed construction of three apartment buildings of ±13,252 SF, ±10,469 SF, and ±13,252 SF on a ±3.74 acre project in Carmel, IN. The area disturbed for this project is approximately 3.72 acres in size. This drainage report documents the hydrologic and hydraulic calculations used to design the onsite storm sewer system. 3.0. Existing Conditions FEMA According to FEMA Flood Insurance Rate Map 18057C0209G dated November 19, 2014 provided in Appendix B, the site resides within “Zone X” which corresponds to areas determined to be outside of the 0.2% annual chance floodplain. Soil Characteristics Per the United States Geological Survey’s (USGS) Natural Resources Conservation Service (NRCS) Web Soil Survey, the site soil consists of Urban land-Brookston complex (UbaA) and Crosby silt loam (YclA). Refer to Appendix C for the NRCS Web Soil Survey soil report. Existing Site Features The project site is within the Atapco Redevelopment PUD District and is located to the southeast of the intersection of South Guilford Road and West Carmel Drive in Carmel, IN. The site is currently developed with a vacant office building and parking lot. An aerial of the project site has been included in Appendix A. The existing site drains to two primary drainage systems, excluding direct discharge. The north side of the site discharges into storm sewer system running northwest that ultimately enters an existing wet Lakeside Apartments – Phase II Page 4 September 18, 2020 pond immediately west of 645 West Carmel Drive, across South Guilford Road. The south portion of the site discharges into existing storm sewer that runs southeast. The ultimate outlet point of this storm sewer network is unclear. Refer to Appendix D for additional information regarding existing drainage. The tables below indicate the existing runoff from the site for the 2 Year, 10 Year, and 100 Year storm events using the SCS TR-20 Method for each existing outlet and the overall site. Storm Event Discharge Rate (cfs) 2 YR-24 HR 3.60 10 YR-24 HR 5.46 100 YR-24 HR 9.57 Table 1: Existing Discharge Rates – Existing Storm Northwest Storm Event Discharge Rate (cfs) 2 YR-24 HR 6.73 10 YR-24 HR 9.96 100 YR-24 HR 17.12 Table 2: Existing Discharge Rates – Existing Storm Southeast Storm Event Discharge Rate (cfs) 2 YR-24 HR 1.22 10 YR-24 HR 2.34 100 YR-24 HR 5.06 Table 3: Existing Discharge Rates – Existing Direct Discharge Storm Event Discharge Rate (cfs) 2 YR-24 HR 11.31 10 YR-24 HR 17.38 100 YR-24 HR 31.10 Table 4: Existing Discharge Rates – Summation of Existing Site 4.0. Proposed Conditions The proposed project includes the development of three apartment buildings and associated parking, utilities, and drives to serve the building on a proposed ±3.74-acre property. A total of 3.72 acres will be disturbed. Lakeside Apartments – Phase II Page 5 September 18, 2020 Proposed onsite private storm inlets, sewers, and swales have been designed to carry site drainage from the pavement, roof, and grassed areas to the three outfall locations previously described. Refer to Appendix E for a proposed drainage area map. The tables below indicate the proposed runoff from the site for the 2 Year, 10 Year, and 100 Year storm events using the SCS TR-20 Method displayed adjacent to the existing (allowable) rates. Storm Event Proposed Discharge Rate (cfs) Allowable Discharge Rate (cfs) 2 YR-24 HR 3.21 3.60 10 YR-24HR 4.94 5.46 100 YR-24 HR 8.77 9.57 Table 5: Proposed Discharge Rates – Proposed Storm Northwest Storm Event Proposed Discharge Rate (cfs) Allowable Discharge Rate (cfs) 2 YR-24 HR 5.87 6.73 10 YR-24HR 8.81 9.96 100 YR-24 HR 15.30 17.12 Table 6: Proposed Discharge Rates – Proposed Storm Southeast Storm Event Proposed Direct Discharge Rate (cfs) Detained Direct Release Rate (cfs) Total Proposed Direct Release (cfs) Allowable Discharge Rate (cfs) 2 YR-24 HR 0.61 1.05 1.66 1.22 10 YR-24HR 1.17 1.41 2.58 2.34 100 YR-24 HR 2.53 1.96 4.49 5.06 Table 7: Proposed Discharge Rates – Proposed Direct Discharge Storm Event Proposed Discharge Rate (cfs) Allowable Discharge Rate (cfs) 2 YR-24 HR 10.70 11.31 10 YR-24HR 16.24 17.38 100 YR-24 HR 28.42 31.10 Table 8: Proposed Discharge Rates – Summation of Proposed Site The proposed curve number for the site is equal to the existing developed site (92). Refer to Appendix D & E for the associated curve number calculations. Lakeside Apartments – Phase II Page 6 September 18, 2020 Stormwater Quality Water quality for the proposed site will be provided by proposed Aqua-Swirl™ units at each outlet point (Refer to Appendix G for Stormwater Quality Design). Conclusions The proposed drainage design for this project has been designed to meet the intent of the City of Carmel Stormwater Technical Standards Manual and comply with the existing drainage design. No adverse impacts are anticipated to affect any adjacent or downstream properties. Lakeside Apartments – Phase II Page 7 September 18, 2020 5.0 Appendices Lakeside Apartments – Phase II September 18, 2020 Appendix A: Aerial Photography © 2020 Google © 2020 Google © 2020 Google PROJECT SITE Lakeside Apartments – Phase II September 18, 2020 Appendix B: FEMA Firmette USGS The National Map: Orthoimagery. Data refreshed April 2020 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 8/24/2020 at 3:52 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°8'35"W 39°58'3"N 86°7'58"W 39°57'35"N Lakeside Apartments – Phase II September 18, 2020 Appendix C: NRCS Web Soil Survey Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/7/2020 Page 1 of 344239304423960442399044240204424050442408044241104424140442417044242004423930442396044239904424020442405044240804424110442414044241704424200573530573560573590573620573650573680573710 573530 573560 573590 573620 573650 573680 573710 39° 57' 53'' N 86° 8' 21'' W39° 57' 53'' N86° 8' 12'' W39° 57' 44'' N 86° 8' 21'' W39° 57' 44'' N 86° 8' 12'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,360 if printed on A portrait (8.5" x 11") 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 21, Jun 4, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 1, 2018—Sep 30, 2018 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 7/7/2020 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI UbaA Urban land-Brookston complex, 0 to 2 percent slopes 1.8 46.8% YclA Crosby silt loam, fine-loamy subsoil-Urban land complex, 0 to 2 percent slopes 2.0 53.2% Totals for Area of Interest 3.7 100.0% Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/7/2020 Page 3 of 3 Lakeside Apartments – Phase II September 18, 2020 Appendix D: Existing Drainage Conditions PROJECT:BY:DATE:Hydrologic Group %A0.0%B0.0%C0.0%D100.0%Total100.0%Weighted CN Weighted CNMeadowOpen Space - Good Condition (>75% Cover)Impervious - Paved Impervious - Rooftop TotalActual Soil GroupNext Less Impervious Soil GroupEX. STRM NORTHWEST 0.00 0.240.330.511.090.75 9494EX. STRM SOUTHEAST 0.00 0.221.330.311.850.79 9696EX. DIRECT DISCHARGE 0.00 0.800.000.000.800.30 8080EXISTING SITE0.00 1.26 1.66 0.82 3.74 0.68 9292BasinArea (ac)Weighted CAtapco ApartmentsConnor Strege7-Jul-20Site Soil Project:By:CVS Date:- Location:Checked:Date: Basin: Present X Developed X Tc X Tt -through subarea *A velocity of 5 ft/s was assumed for pipe travel time. (min.)5 (ft)475 (ft/s)5 Tc (min.) = 6.58 Travel Length in Pipe Assumed Velocity Time of Concentration (Tc) or Travel Time (Tt) Atapco Apartments Carmel, Indiana EX. STRM NORTHWEST Estimation Time to Inlet Project:By:CVS Date:- Location:Checked:Date: Basin: Present X Developed X Tc X Tt -through subarea Sheet Flow Segment ID Surface description (Table 3-1)Smooth Surface Manning's roughness coeff., n (Table 3-1)0.011 Flow Length, L (L < 300 ft)ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.01 Tt = .007 (nL)0.8 hr 0.03 + + = 0.03 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Paved - - Flow length, L ft 413.934 - - Watercourse slope, s ft/ft 0.009 - - Average velocity, V (Figure 3-1) ft/s 1.89 - - Tt =L hr 0.06 + - + - = 0.06 3600 V Channel Flow Segment ID Channel Geometry -- - Discharge (cfs)-- - Diameter (ft)-- - Bottom Width (ft)-- - Side Slope (x:1) (ft)-- - Slope of Channel (ft)-- - Manning's Roughness Coefficient -- - Depth (ft)-- - Cross Sectional Area (ft2)-- - Wetted Perimeter (ft)-- - Hydraulic Radius (ft)-- - Velocity (ft/s)-- - Flow length, L ft -- - Tt =L hr - + - + - = 0.00 3600 V Watershed or subarea Tc or Tt hr 0.09 min 5.37 Time of Concentration (Tc) or Travel Time (Tt) Atapco Apartments Carmel, Indiana EX. STRM SOUTHEAST S T WWT E W T839.6840.0840.3840.3840.5839.5E D E E E E E T G E S BLOCK 8CARMEL SCIENCE &TECHNOLOGY PARKBK 13, PG 77635 PARCEL±1.56 AC29 PS 26 PS 19 PS 16 PS 13 PSGENERATORTBM EL=841.07 CUT "X" ON TO P F H B O L T ETSHEDETFFE=839.81 FFE=839.85ETINLET RIM=838 . 5 5 IE=834.60(18"R C P N E ) IE=834.40(18"R C P S W ) INLET RIM=838 . 6 7 IE=834.32(18"R C P N E ) IE=834.57(15"R C P S W ) IE=834.22(18"R C P N W ) IE=836.12(12"P V C S ) SDMH RIM=840.14 IE=834.91(18"RCP SW) IE=832.91(15"RCP NE, SE) IE=832.61(30"RCP NW) EXISTING STR. A INLET RIM=837. 8 5 IE=836.25(10"P V C E ) IE=836.05(15"R C P N W )INLET RIM=837.98IE=836.58(6"PVC SW)IE=835.78(15"RCP SE)IE=835.78(6"PVC NW)IE=835.73(18"RCP NE)INLET RIM=834.86IE=832.06(15"RCP E)IE=832.21(12"PVC W)INLET RIM=834.86IIE=832.21(12"PVC E)EXISTING STR. B INLET RIM=839. 5 0 IE=836.60(12"P V C N ) IE=836.60(8"PV C S ) INLET RIM=836. 4 4 IE=818.14(12"P V C N , S ) IE=823.44(10"P V C W ) IE=830.44(8"PV C N ) INLET RIM=838 . 3 9 IE=834.44(15"R C P N E )ESTIMATED LINEWORKNOT INCLUDED IN SURVEYEXISTING CURB INLET LOCATION APPROXIMATED PER CARMEL GIS UNKNOWN RIM UNKNOWN INVERT EXISTING STORM STRUCTURE RIM=836.41 IE=831.26 (UNKNOWN SIZE SE) IE=831.31 (15" RCP SW) IE=831.36 (10" NW) (PER TLF PLANS DATED 04/03/97) D ETTTTTRCARM E L D RI V E 837838 839 839839839EXISTING DRAINAGE BASINS MAP LAKESIDE APARTMENTS CARMEL, IN 46032 9/18/2020 1SEX. STRM NW2SEX. STRM SE3SEX. DIRECT5SPR. STRM SE6SPR. DIRECT7SPR. STORM NW12SPR. STRM SE (WQv)13SDIRECT (DETAINED)14SPR. STRM NW (WQv)15SPR. DIRECT DETAINED (WQv)15PDry Pond4LEX. SUMMATION11LPR. SUMMATIONRouting Diagram for 170110005Prepared by Kimley-Horn, Printed 9/18/2020HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLCSubcatReachPondLink Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170110005 Printed 9/18/2020Prepared by Kimley-Horn HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Events for Subcatchment 1S: EX. STRM NW Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 1 In-24 Hr 1.00 0.95 0.046 0.50 2 Yr-24 Hr 2.66 3.60 0.184 2.02 10 Yr-24 Hr 3.83 5.46 0.287 3.16 100 Yr-24 Hr 6.46 9.57 0.523 5.75 Type II 24-hr 10 Yr-24 Hr Rainfall=3.83"170110005 Printed 9/18/2020Prepared by Kimley-Horn Page 1HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: EX. STRM NW Runoff = 5.46 cfs @ 11.97 hrs, Volume= 0.287 af, Depth= 3.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.03 hrs Type II 24-hr 10 Yr-24 Hr Rainfall=3.83" Area (ac) CN Description * 1.090 94 Matches Value From Spreadsheet 1.090 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 Direct Entry, Matches Value From Spreadsheet Subcatchment 1S: EX. STRM NW Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Type II 24-hr 10 Yr-24 Hr Rainfall=3.83" Runoff Area=1.090 ac Runoff Volume=0.287 af Runoff Depth=3.16" Tc=6.6 min CN=94 5.46 cfs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170110005 Printed 9/18/2020Prepared by Kimley-Horn Page 2HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: EX. STRM NW Runoff = 9.57 cfs @ 11.97 hrs, Volume= 0.523 af, Depth= 5.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.03 hrs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Area (ac) CN Description * 1.090 94 Matches Value From Spreadsheet 1.090 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 Direct Entry, Matches Value From Spreadsheet Subcatchment 1S: EX. STRM NW Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Runoff Area=1.090 ac Runoff Volume=0.523 af Runoff Depth=5.75" Tc=6.6 min CN=94 9.57 cfs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170110005 Printed 9/18/2020Prepared by Kimley-Horn HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Events for Subcatchment 2S: EX. STRM SE Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 1 In-24 Hr 1.00 2.07 0.097 0.63 2 Yr-24 Hr 2.66 6.73 0.342 2.22 10 Yr-24 Hr 3.83 9.96 0.520 3.37 100 Yr-24 Hr 6.46 17.12 0.923 5.99 Type II 24-hr 10 Yr-24 Hr Rainfall=3.83"170110005 Printed 9/18/2020Prepared by Kimley-Horn Page 1HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: EX. STRM SE Runoff = 9.96 cfs @ 11.96 hrs, Volume= 0.520 af, Depth= 3.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.03 hrs Type II 24-hr 10 Yr-24 Hr Rainfall=3.83" Area (ac) CN Description * 1.850 96 Matches Value From Spreadsheet 1.850 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 Direct Entry, Matches Value From Spreadsheet Subcatchment 2S: EX. STRM SE Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 Yr-24 Hr Rainfall=3.83" Runoff Area=1.850 ac Runoff Volume=0.520 af Runoff Depth=3.37" Tc=5.4 min CN=96 9.96 cfs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170110005 Printed 9/18/2020Prepared by Kimley-Horn Page 2HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: EX. STRM SE Runoff = 17.12 cfs @ 11.96 hrs, Volume= 0.923 af, Depth= 5.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.03 hrs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Area (ac) CN Description * 1.850 96 Matches Value From Spreadsheet 1.850 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 Direct Entry, Matches Value From Spreadsheet Subcatchment 2S: EX. STRM SE Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)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-24 Hr Rainfall=6.46" Runoff Area=1.850 ac Runoff Volume=0.923 af Runoff Depth=5.99" Tc=5.4 min CN=96 17.12 cfs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170110005 Printed 9/18/2020Prepared by Kimley-Horn HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Events for Subcatchment 3S: EX. DIRECT Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 1 In-24 Hr 1.00 0.05 0.006 0.08 2 Yr-24 Hr 2.66 1.22 0.067 1.00 10 Yr-24 Hr 3.83 2.34 0.127 1.90 100 Yr-24 Hr 6.46 5.06 0.280 4.20 Type II 24-hr 10 Yr-24 Hr Rainfall=3.83"170110005 Printed 9/18/2020Prepared by Kimley-Horn Page 1HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: EX. DIRECT Runoff = 2.34 cfs @ 12.02 hrs, Volume= 0.127 af, Depth= 1.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.03 hrs Type II 24-hr 10 Yr-24 Hr Rainfall=3.83" Area (ac) CN Description * 0.800 80 Matches Value From Spreadsheet 0.800 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Assumed Value Subcatchment 3S: EX. DIRECT Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr 10 Yr-24 Hr Rainfall=3.83" Runoff Area=0.800 ac Runoff Volume=0.127 af Runoff Depth=1.90" Tc=10.0 min CN=80 2.34 cfs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170110005 Printed 9/18/2020Prepared by Kimley-Horn Page 2HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: EX. DIRECT Runoff = 5.06 cfs @ 12.01 hrs, Volume= 0.280 af, Depth= 4.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.03 hrs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Area (ac) CN Description * 0.800 80 Matches Value From Spreadsheet 0.800 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Assumed Value Subcatchment 3S: EX. DIRECT Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Runoff Area=0.800 ac Runoff Volume=0.280 af Runoff Depth=4.20" Tc=10.0 min CN=80 5.06 cfs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170110005 Printed 9/18/2020Prepared by Kimley-Horn HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Events for Link 4L: EX. SUMMATION Event Inflow (cfs) Primary (cfs) Elevation (feet) 1 In-24 Hr 3.02 3.02 0.00 2 Yr-24 Hr 11.31 11.31 0.00 10 Yr-24 Hr 17.38 17.38 0.00 100 Yr-24 Hr 31.10 31.10 0.00 Type II 24-hr 10 Yr-24 Hr Rainfall=3.83"170110005 Printed 9/18/2020Prepared by Kimley-Horn Page 1HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Link 4L: EX. SUMMATION Inflow Area = 3.740 ac, 0.00% Impervious, Inflow Depth = 3.00" for 10 Yr-24 Hr event Inflow = 17.38 cfs @ 11.97 hrs, Volume= 0.933 af Primary = 17.38 cfs @ 11.97 hrs, Volume= 0.933 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.03 hrs Link 4L: EX. SUMMATION Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.740 ac 17.38 cfs 17.38 cfs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170110005 Printed 9/18/2020Prepared by Kimley-Horn Page 2HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Link 4L: EX. SUMMATION Inflow Area = 3.740 ac, 0.00% Impervious, Inflow Depth = 5.54" for 100 Yr-24 Hr event Inflow = 31.10 cfs @ 11.97 hrs, Volume= 1.725 af Primary = 31.10 cfs @ 11.97 hrs, Volume= 1.725 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.03 hrs Link 4L: EX. SUMMATION Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=3.740 ac 31.10 cfs 31.10 cfs Lakeside Apartments – Phase II September 18, 2020 Appendix E: Proposed Drainage Conditions PROJECT:BY:DATE:Hydrologic Group %A0.0%B0.0%C0.0%D100.0%Total100.0%Weighted CN Weighted CNMeadowOpen Space - Good Condition (>75% Cover)Impervious - Paved Impervious - Rooftop TotalActual Soil GroupNext Less Impervious Soil GroupPR. STRM NORTHWEST 0.00 0.310.300.441.050.71 9393PR. STRM SOUTHEAST 0.00 0.351.100.411.870.76 9595PR. DIRECT DETAINED 0.00 0.150.280.000.430.66 9292PR. DIRECT DISCHARGE 0.00 0.400.000.000.400.30 8080PROPOSED SITE0.00 1.21 1.69 0.85 3.74 0.68 9292BasinArea (ac)Weighted CAtapco ApartmentsConnor Strege7-Jul-20Site Soil 8009FD REBAR 5/81FTUPEL=835.72N:1717356.67E:195787.318010FD REBAR 2INUPWEIHEEL=836.34N:1717362.68E:195787.198011FD REBAR 2INUPKEELERWEBEL=836.44N:1717352.03E:195783.138012FD REBAR 2INBGEL=836.53N:1717604.24E:196168.508015FD REBAR FLUSHEL=839.68N:1717831.49E:195785.948023ALUM MON 4INBGEL=836.27N:1717667.15E:196173.058024ALUM MON 4INBGEL=840.00N:1718040.86E:195982.548025ALUM MON 4INBGEL=840.42N:1718134.94E:195923.86S T75075838.65THHWWT75146841.09THHE75147841.23EHHW 839.6840.0840.3840.3840.5839.5D 76263837.79LIGHT POLE76268836.76ET76269838.49POWER POLE OHH9 B GOESWEST76282839.10LIGHT POLE76534835.23ETS BLOCK 8CARMEL SCIENCE &TECHNOLOGY PARKBK 13, PG 77635 PARCEL±1.56 ACGENERATORETSHEDETESTIMATED LINEWORKNOT INCLUDED IN SURVEYD ETTTTTRCARM E L D RI V E 837838 839 839840840840839839PROPOSED DRAINAGE BASINS MAP LAKESIDE APARTMENTS CARMEL, IN 46032 9/18/2020 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170110005 Printed 9/18/2020Prepared by Kimley-Horn HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Events for Subcatchment 7S: PR. STORM NW Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 1 In-24 Hr 1.00 0.79 0.039 0.45 2 Yr-24 Hr 2.66 3.21 0.169 1.93 10 Yr-24 Hr 3.83 4.94 0.267 3.05 100 Yr-24 Hr 6.46 8.77 0.493 5.64 Type II 24-hr 10 Yr-24 Hr Rainfall=3.83"170110005 Printed 9/18/2020Prepared by Kimley-Horn Page 1HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: PR. STORM NW Runoff = 4.94 cfs @ 11.99 hrs, Volume= 0.267 af, Depth= 3.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.03 hrs Type II 24-hr 10 Yr-24 Hr Rainfall=3.83" Area (ac) CN Description * 1.050 93 Matches Value From Spreadsheet 1.050 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 Direct Entry, Matches Value From Spreadsheet Subcatchment 7S: PR. STORM NW Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type II 24-hr 10 Yr-24 Hr Rainfall=3.83" Runoff Area=1.050 ac Runoff Volume=0.267 af Runoff Depth=3.05" Tc=7.9 min CN=93 4.94 cfs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170110005 Printed 9/18/2020Prepared by Kimley-Horn Page 2HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: PR. STORM NW Runoff = 8.77 cfs @ 11.99 hrs, Volume= 0.493 af, Depth= 5.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.03 hrs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Area (ac) CN Description * 1.050 93 Matches Value From Spreadsheet 1.050 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 Direct Entry, Matches Value From Spreadsheet Subcatchment 7S: PR. STORM NW Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Runoff Area=1.050 ac Runoff Volume=0.493 af Runoff Depth=5.64" Tc=7.9 min CN=93 8.77 cfs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170110005 Printed 9/18/2020Prepared by Kimley-Horn HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Events for Subcatchment 5S: PR. STRM SE Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 1 In-24 Hr 1.00 1.66 0.088 0.56 2 Yr-24 Hr 2.66 5.87 0.330 2.12 10 Yr-24 Hr 3.83 8.81 0.509 3.26 100 Yr-24 Hr 6.46 15.30 0.915 5.87 Type II 24-hr 10 Yr-24 Hr Rainfall=3.83"170110005 Printed 9/18/2020Prepared by Kimley-Horn Page 1HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: PR. STRM SE Runoff = 8.81 cfs @ 12.00 hrs, Volume= 0.509 af, Depth= 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.03 hrs Type II 24-hr 10 Yr-24 Hr Rainfall=3.83" Area (ac) CN Description * 1.870 95 Matches Value From Spreadsheet 1.870 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 Direct Entry, Matches Value From Spreadsheet Subcatchment 5S: PR. STRM SE Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 Yr-24 Hr Rainfall=3.83" Runoff Area=1.870 ac Runoff Volume=0.509 af Runoff Depth=3.26" Tc=9.1 min CN=95 8.81 cfs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170110005 Printed 9/18/2020Prepared by Kimley-Horn Page 2HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: PR. STRM SE Runoff = 15.30 cfs @ 12.00 hrs, Volume= 0.915 af, Depth= 5.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.03 hrs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Area (ac) CN Description * 1.870 95 Matches Value From Spreadsheet 1.870 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 Direct Entry, Matches Value From Spreadsheet Subcatchment 5S: PR. STRM SE Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Runoff Area=1.870 ac Runoff Volume=0.915 af Runoff Depth=5.87" Tc=9.1 min CN=95 15.30 cfs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170110005 Printed 9/18/2020Prepared by Kimley-Horn HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Events for Subcatchment 13S: DIRECT (DETAINED) Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 1 In-24 Hr 1.00 0.32 0.014 0.40 2 Yr-24 Hr 2.66 1.40 0.066 1.84 10 Yr-24 Hr 3.83 2.17 0.106 2.95 100 Yr-24 Hr 6.46 3.89 0.198 5.52 Type II 24-hr 10 Yr-24 Hr Rainfall=3.83"170110005 Printed 9/18/2020Prepared by Kimley-Horn Page 1HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: DIRECT (DETAINED) Runoff = 2.17 cfs @ 11.96 hrs, Volume= 0.106 af, Depth= 2.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.03 hrs Type II 24-hr 10 Yr-24 Hr Rainfall=3.83" Area (ac) CN Description * 0.430 92 Matches Value From Spreadsheet 0.430 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Value Subcatchment 13S: DIRECT (DETAINED) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr 10 Yr-24 Hr Rainfall=3.83" Runoff Area=0.430 ac Runoff Volume=0.106 af Runoff Depth=2.95" Tc=5.0 min CN=92 2.17 cfs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170110005 Printed 9/18/2020Prepared by Kimley-Horn Page 2HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: DIRECT (DETAINED) Runoff = 3.89 cfs @ 11.96 hrs, Volume= 0.198 af, Depth= 5.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.03 hrs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Area (ac) CN Description * 0.430 92 Matches Value From Spreadsheet 0.430 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Value Subcatchment 13S: DIRECT (DETAINED) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Runoff Area=0.430 ac Runoff Volume=0.198 af Runoff Depth=5.52" Tc=5.0 min CN=92 3.89 cfs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170110005 Printed 9/18/2020Prepared by Kimley-Horn HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Events for Subcatchment 6S: PR. DIRECT Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 1 In-24 Hr 1.00 0.02 0.003 0.08 2 Yr-24 Hr 2.66 0.61 0.033 1.00 10 Yr-24 Hr 3.83 1.17 0.063 1.90 100 Yr-24 Hr 6.46 2.53 0.140 4.20 Type II 24-hr 10 Yr-24 Hr Rainfall=3.83"170110005 Printed 9/18/2020Prepared by Kimley-Horn Page 1HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: PR. DIRECT Runoff = 1.17 cfs @ 12.02 hrs, Volume= 0.063 af, Depth= 1.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.03 hrs Type II 24-hr 10 Yr-24 Hr Rainfall=3.83" Area (ac) CN Description * 0.400 80 Matches Value From Spreadsheet 0.400 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 6S: PR. DIRECT Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 10 Yr-24 Hr Rainfall=3.83" Runoff Area=0.400 ac Runoff Volume=0.063 af Runoff Depth=1.90" Tc=10.0 min CN=80 1.17 cfs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170110005 Printed 9/18/2020Prepared by Kimley-Horn Page 2HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: PR. DIRECT Runoff = 2.53 cfs @ 12.01 hrs, Volume= 0.140 af, Depth= 4.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.03 hrs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Area (ac) CN Description * 0.400 80 Matches Value From Spreadsheet 0.400 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 6S: PR. DIRECT Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Runoff Area=0.400 ac Runoff Volume=0.140 af Runoff Depth=4.20" Tc=10.0 min CN=80 2.53 cfs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170110005 Printed 9/18/2020Prepared by Kimley-Horn HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Events for Pond 15P: Dry Pond Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 1 In-24 Hr 0.32 0.30 837.16 19 2 Yr-24 Hr 1.40 1.05 837.61 250 10 Yr-24 Hr 2.17 1.41 837.89 554 100 Yr-24 Hr 3.89 1.96 838.37 1,436 Type II 24-hr 10 Yr-24 Hr Rainfall=3.83"170110005 Printed 9/18/2020Prepared by Kimley-Horn Page 1HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Pond 15P: Dry Pond Inflow Area = 0.430 ac, 0.00% Impervious, Inflow Depth = 2.95" for 10 Yr-24 Hr event Inflow = 2.17 cfs @ 11.96 hrs, Volume= 0.106 af Outflow = 1.41 cfs @ 12.02 hrs, Volume= 0.106 af, Atten= 35%, Lag= 4.1 min Primary = 1.41 cfs @ 12.02 hrs, Volume= 0.106 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.03 hrs Peak Elev= 837.89' @ 12.03 hrs Surf.Area= 1,293 sf Storage= 554 cf Plug-Flow detention time= 2.4 min calculated for 0.106 af (100% of inflow) Center-of-Mass det. time= 2.4 min ( 789.7 - 787.3 ) Volume Invert Avail.Storage Storage Description #1 836.80' 2,541 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 836.80 0 0 0 837.10 74 11 11 838.10 1,609 842 853 838.70 4,020 1,689 2,541 Device Routing Invert Outlet Devices #1 Primary 836.80'8.0" Round Culvert L= 17.7' Ke= 0.200 Inlet / Outlet Invert= 836.80' / 836.72' S= 0.0045 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=1.40 cfs @ 12.02 hrs HW=837.89' (Free Discharge) 1=Culvert (Barrel Controls 1.40 cfs @ 4.02 fps) Type II 24-hr 10 Yr-24 Hr Rainfall=3.83"170110005 Printed 9/18/2020Prepared by Kimley-Horn Page 2HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pond 15P: Dry Pond Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=0.430 ac Peak Elev=837.89' Storage=554 cf 8.0" Round Culvert n=0.012 L=17.7' S=0.0045 '/' 2.17 cfs 1.41 cfs Pond 15P: Dry Pond Primary Stage-Discharge Discharge (cfs) 210Elevation (feet)838 837 Culvert Type II 24-hr 10 Yr-24 Hr Rainfall=3.83"170110005 Printed 9/18/2020Prepared by Kimley-Horn Page 3HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pond 15P: Dry Pond Surface Storage Stage-Area-Storage Storage (cubic-feet) 2,4002,2002,0001,8001,6001,4001,2001,0008006004002000 Surface/Horizontal/Wetted Area (sq-ft) 4,0003,5003,0002,5002,0001,5001,0005000 Elevation (feet)838 837 Custom Stage Data Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170110005 Printed 9/18/2020Prepared by Kimley-Horn Page 4HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Pond 15P: Dry Pond Inflow Area = 0.430 ac, 0.00% Impervious, Inflow Depth = 5.52" for 100 Yr-24 Hr event Inflow = 3.89 cfs @ 11.96 hrs, Volume= 0.198 af Outflow = 1.96 cfs @ 12.04 hrs, Volume= 0.198 af, Atten= 50%, Lag= 5.2 min Primary = 1.96 cfs @ 12.04 hrs, Volume= 0.198 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.03 hrs Peak Elev= 838.37' @ 12.04 hrs Surf.Area= 2,697 sf Storage= 1,436 cf Plug-Flow detention time= 4.1 min calculated for 0.198 af (100% of inflow) Center-of-Mass det. time= 4.1 min ( 774.7 - 770.6 ) Volume Invert Avail.Storage Storage Description #1 836.80' 2,541 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 836.80 0 0 0 837.10 74 11 11 838.10 1,609 842 853 838.70 4,020 1,689 2,541 Device Routing Invert Outlet Devices #1 Primary 836.80'8.0" Round Culvert L= 17.7' Ke= 0.200 Inlet / Outlet Invert= 836.80' / 836.72' S= 0.0045 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=1.95 cfs @ 12.04 hrs HW=838.37' (Free Discharge) 1=Culvert (Barrel Controls 1.95 cfs @ 5.60 fps) Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170110005 Printed 9/18/2020Prepared by Kimley-Horn Page 5HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pond 15P: Dry Pond Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Inflow Area=0.430 ac Peak Elev=838.37' Storage=1,436 cf 8.0" Round Culvert n=0.012 L=17.7' S=0.0045 '/' 3.89 cfs 1.96 cfs Pond 15P: Dry Pond Primary Stage-Discharge Discharge (cfs) 210Elevation (feet)838 837 Culvert Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170110005 Printed 9/18/2020Prepared by Kimley-Horn Page 6HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pond 15P: Dry Pond Surface Storage Stage-Area-Storage Storage (cubic-feet) 2,4002,2002,0001,8001,6001,4001,2001,0008006004002000 Surface/Horizontal/Wetted Area (sq-ft) 4,0003,5003,0002,5002,0001,5001,0005000 Elevation (feet)838 837 Custom Stage Data Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170110005 Printed 9/18/2020Prepared by Kimley-Horn HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Events for Link 11L: PR. SUMMATION Event Inflow (cfs) Primary (cfs) Elevation (feet) 1 In-24 Hr 2.75 2.75 0.00 2 Yr-24 Hr 10.70 10.70 0.00 10 Yr-24 Hr 16.24 16.24 0.00 100 Yr-24 Hr 28.42 28.42 0.00 Type II 24-hr 10 Yr-24 Hr Rainfall=3.83"170110005 Printed 9/18/2020Prepared by Kimley-Horn Page 1HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Link 11L: PR. SUMMATION Inflow Area = 3.750 ac, 0.00% Impervious, Inflow Depth = 3.02" for 10 Yr-24 Hr event Inflow = 16.24 cfs @ 12.00 hrs, Volume= 0.945 af Primary = 16.24 cfs @ 12.00 hrs, Volume= 0.945 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.03 hrs Link 11L: PR. SUMMATION Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.750 ac 16.24 cfs 16.24 cfs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170110005 Printed 9/18/2020Prepared by Kimley-Horn Page 2HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Link 11L: PR. SUMMATION Inflow Area = 3.750 ac, 0.00% Impervious, Inflow Depth = 5.59" for 100 Yr-24 Hr event Inflow = 28.42 cfs @ 12.00 hrs, Volume= 1.746 af Primary = 28.42 cfs @ 12.00 hrs, Volume= 1.746 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.03 hrs Link 11L: PR. SUMMATION Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=3.750 ac 28.42 cfs 28.42 cfs Lakeside Apartments – Phase II September 18, 2020 Appendix F: Proposed Storm Sewer Design 200-6 TABLE 201-2: Rainfall Intensities for Various Return Periods and Storm Durations Rainfall Intensity (Inches/Hour) Return Period (Years) Duration 2 5 10 25 50 100 5 Min. 4.63 5.43 6.12 7.17 8.09 9.12 10 Min. 3.95 4.63 5.22 6.12 6.90 7.78 15 Min. 3.44 4.03 4.55 5.33 6.01 6.77 20 Min. 3.04 3.56 4.02 4.71 5.31 5.99 30 Min. 2.46 2.88 3.25 3.81 4.29 4.84 40 Min. 2.05 2.41 2.71 3.18 3.59 4.05 50 Min. 1.76 2.06 2.33 2.73 3.07 3.47 1 Hr. 1.54 1.80 2.03 2.38 2.68 3.03 1.5 Hrs. 1.07 1.23 1.42 1.63 1.91 2.24 2 Hrs. 0.83 0.95 1.11 1.37 1.60 1.87 3 Hrs. 0.59 0.72 0.84 1.04 1.22 1.42 4 Hrs. 0.47 0.58 0.68 0.84 0.99 1.15 5 Hrs. 0.40 0.49 0.58 0.71 0.83 0.97 6 Hrs. 0.35 0.43 0.50 0.62 0.72 0.85 7 Hrs. 0.31 0.38 0.44 0.55 0.64 0.75 8 Hrs. 0.28 0.34 0.40 0.49 0.57 0.67 9 Hrs. 0.25 0.31 0.36 0.45 0.52 0.61 10 Hrs. 0.23 0.28 0.33 0.41 0.48 0.56 12 Hrs. 0.20 0.24 0.29 0.35 0.41 0.48 14 Hrs. 0.17 0.22 0.25 0.31 0.36 0.42 16 Hrs. 0.16 0.19 0.23 0.28 0.32 0.38 18 Hrs. 0.14 0.17 0.20 0.25 0.29 0.34 20 Hrs. 0.13 0.16 0.19 0.23 0.27 0.31 24 Hrs. 0.11 0.14 0.16 0.20 0.23 0.27 Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall", Aug., 1992. (Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-3: Rainfall Depths for Various Return Periods S T75075838.65THHWWT75146841.09THHE75147841.23EHHW D 76263837.79LIGHT POLE76268836.76ET76269838.49POWER POLE OHH9 B GOESWEST76282839.10LIGHT POLE76534835.23ETS BLOCK 8CARMEL SCIENCE &TECHNOLOGY PARKBK 13, PG 77635 PARCEL±1.56 ACGENERATORETSHEDETESTIMATED LINEWORKNOT INCLUDED IN SURVEYD ETTTTTRCARM E L D RI V E 837838 839 839840840840839839BASIN D4 0.19 ACRES BASIN D5 0.13 ACRESDIRECT TO D300.16 ACRESBASIN D6 0.17 ACRES BASIN D8 0.20 ACRES BASIN D9 0.27 ACRES BASIN D10 0.16 ACRES DIRECT TO D33 0.60 ACRES STORM SEWER DRAINAGE BASINS MAP LAKESIDE APARTMENTS CARMEL, IN 46032 9/18/2020 PROJECT:BY:DATE:Hydrologic Group %A0.0%B0.0%C0.0%D100.0%Total100.0%Weighted CN Weighted CNMeadowOpen Space - Good Condition (>75% Cover)Impervious - Paved Impervious - Rooftop TotalActual Soil GroupNext Less Impervious Soil GroupD100.00 0.020.140.000.160.77 9595D90.00 0.010.260.000.270.82 9797D80.00 0.000.180.010.200.85 9898D70.00 0.000.000.000.000.00 00D60.00 0.010.160.000.170.81 9797D50.00 0.010.120.000.130.81 9797D40.00 0.010.170.000.190.81 9797D30.00 0.000.000.000.000.00 00D10.00 0.000.000.000.000.00 00DIRECT TO D33 0.00 0.280.070.250.600.61 9090DIRECT TO D30 0.00 0.000.000.160.160.90 9898BasinArea (ac)Weighted CAtapco ApartmentsConnor Strege7-Jul-20Site Soil PROJECT:BY:DATE:Entity:RATIONAL METHOD STORM SEWER DESIGN10-Year10-YearInvert Drop0.15(dc+D)/210-Year-50%CASTING SEWER CASTING SEWERAREA AREA10-Year 10-Year 10-Year 10-YearU.S. D.S. U.S. D.S.U.S. D.S(ft)(deg) (acres) (acres) (min)(min) (in/hr) (in/hr) (cfs) (cfs) (in) (%) (cfs) (ft/sec) (ft/sec) (ft) (ft) (ft) (ft)(ft) (ft) (ft) (ft) (ft) (%)D33 D32147.68 RCP Paved - 180 NO 0.00 0.00 0.61 0.60 5.00- 0.37 0.37 5.00 6.12 6.12 - 2.2615 0.250.013 3.23 2.63 2.85839.355839.283 834.079 833.710 TYPE ''C'' MANHOLE R-1772 - - 0.003.84 4.14 70%D32 D3174.28 RCP Paved - >90 NO 0.00 0.00 5.00- - 0.37 5.94 6.12 5.95 - 2.2015 0.250.013 3.23 2.63 2.83839.283838.421 833.610 833.424 TYPE ''C'' MANHOLE R-1772 - - 0.004.24 3.56 68%D31 D30232.78 RCP Paved - >90 NO 0.00 0.00 5.00- - 0.37 6.41 6.12 5.87 - 2.1615 0.250.013 3.23 2.63 2.82838.421839.094 833.324 832.742 TYPE ''C'' MANHOLE R-1772 - - 0.003.66 4.91 67%D30 D330.41 RCP Paved - >90 NO 0.00 0.00 0.90 0.16 5.00- 0.15 0.51 7.88 6.12 5.60 - 2.8815 0.300.013 3.54 2.88 3.21839.094838.605 832.642832.551TYPE ''C'' MANHOLE R-1772 - - 0.00 5.01 4.62 82%D10 D8137.53 RCP Paved - 180 NO 0.81 0.13 5.000.11 0.11 0.11 5.00 6.12 6.12 0.65 0.6512 0.310.013 1.98 2.53 2.26839.000838.750 835.051 834.625 TYPE ''A'' INLET R-3472 0.04 0.160.16 2.78 2.96 33%D9 D8126.00 RCP Paved Sag 180 NO 0.82 0.27 5.000.22 0.22 0.22 5.00 6.12 6.12 1.37 1.3712 0.310.013 1.98 2.53 2.72838.950838.750 835.015 834.625 TYPE ''A'' INLET R-3010 0.32 0.340.34 2.77 2.96 69%D8 D7257.50 RCP Paved Sag <90 NO 0.85 0.20 5.000.17 0.17 0.50 5.91 6.12 5.96 1.02 2.9515 0.270.013 3.36 2.74 3.09838.750839.122 834.525 833.829 TYPE ''C'' MANHOLE R-3010 0.18 0.29 0.29 2.79 3.86 88%D7 D6103.50 RCP Unpaved - >90 NO 0.00 0.00 5.00- - 0.50 7.48 6.12 5.67 - 2.8115 0.250.013 3.23 2.63 2.97839.122837.550 833.729 833.471TYPE "C" MANHOLER-1772 - - 0.00 3.96 2.64 87%D6 D5103.50 RCP Paved Sag >90 NO 0.81 0.17 5.000.14 0.14 0.63 8.13 6.12 5.56 0.85 3.5315 0.400.013 4.09 3.33 3.75837.550837.050 833.371 832.957TYPE "C" MANHOLE R-30100.12 0.25 0.25 2.74 2.66 86%D5 D481.00 RCP Paved Sag 180 NO 0.81 0.13 5.000.11 0.11 0.74 8.65 6.12 5.46 0.65 4.0415 0.500.013 4.57 3.72 4.20837.050836.900 832.857 832.452TYPE "C" MANHOLE R-30100.07 0.21 0.21 2.76 3.01 89%D4 D374.50 RCP Paved Sag 180 NO 0.81 0.19 5.000.15 0.15 0.89 9.01 6.12 5.40 0.92 4.8115 0.750.013 5.59 4.56 5.13836.900838.605 832.352831.793 TYPE "C" MANHOLE R-30100.15 0.27 0.27 3.11 5.37 86%D3 D114.14 RCP Unpaved - <90 NO 0.00 0.00 5.00- - 1.41 9.29 6.12 5.35 - 7.5215 1.750.013 8.55 6.96 7.86838.605837.502 831.900 831.653 TYPE ''C'' MANHOLE R-1772 - - 0.005.27 4.41 88%D1 EX111.01 RCP Unpaved - <90 NO 0.00 0.00 5.00- - 1.41 9.32 6.12 5.34 - 7.5115 1.750.013 8.55 6.96 7.85837.502- 831.553831.360TYPE ''C'' MANHOLE R-1772 - - 0.00 4.51 - 88%ORIFICE FLOW DEPTHWEIR FLOW DEPTHCASTING CAPACITYSTRUCTURE DATACAPACITY UTILIZATIONCOVERINVERTRIMELEV.ELEV.FULL FLOWCLOGGING (%)INVERT DROPDRAINAGE AREAUPSTREAM STRUCTUREDOWNSTREAM STRUCTUREPIPE LENGTHcTcHGL STARTING ELEVATIONDIRECT TO INLETPIPE MATERIALPAVEMENTCONDITIONCURBCONDITIONSTORM SEWER FREQUENCYCASTINGAtapco ApartmentsConnor Strege7-Jul-20City of CarmelSTORM CASTING DESIGN REQUIREMENTSHYDRAULIC GRADELINE FREQUENCYINVERT CONNECTIVITYOUTLETDEFLECTIONANGLEcMAX INLET DEPTHSTORM CASTING DESIGN REQUIREMENTSCASTING CAPACITY FREQUENCYMAXIMUM HEAD (ft)INTENSITYc*APONDING DEPTHCASTING INLET CUMULATIVESTRUCTURE TYPECASTINGTYPE FULL PIPE CAPACITYFLOW VELOCITYPIPE SIZE PIPE SLOPE MANNING'S NFLOWCUMULATIVETcSTREET INLET?VELOCITY Lakeside Apartments – Phase II September 18, 2020 Appendix G: Stormwater Quality Design Description:Atapco Apartments Reviewing Entity: Job #: Date:09/11/20 CNwq= PARAMETERS P =1 (in.) Pervious Area 0.31 Impervious Area 0.74 Area 1.05 I = 71% (%) Rv = 0.687 Qa=0.69 (in.) CALCULATED CNwq CNwq =97 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER - PR. STRM NW Job Information Connor Strege 170110005 Type II 24-hr 1 In-24 Hr Rainfall=1.00"170110005 Printed 9/18/2020Prepared by Kimley-Horn Page 1HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: PR. STRM NW (WQv) Runoff = 1.18 cfs @ 11.99 hrs, Volume= 0.062 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.03 hrs Type II 24-hr 1 In-24 Hr Rainfall=1.00" Area (ac) CN Description * 1.050 97 Matches Value From Spreadsheet 1.050 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 Direct Entry, Matches Value From Spreadsheet Subcatchment 14S: PR. STRM NW (WQv) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 1 In-24 Hr Rainfall=1.00" Runoff Area=1.050 ac Runoff Volume=0.062 af Runoff Depth=0.71" Tc=7.9 min CN=97 1.18 cfs City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 3 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) 2-4 0.62 2.57 6 3-6 1.4 5.80 6 3-8 1.87 7.75 6 4-8 2.49 10.31 6 5-10 3.89 16.11 6 6-12 5.6 23.19 6 6-13.75 6.42 26.59 6 7-14 7.62 31.56 6 7-15 8.17 33.84 6 8-14 8.71 36.08 6 8-16 9.96 41.25 6 9-18 12.6 52.19 6 10-17 13.22 54.76 6 10-20 15.56 64.45 6 12-21 19.6 81.18 6 Oldcastle NSBB-HVT 12-24 22.4 92.78 6 AS-2 0.36 0.73 7 AS-3 0.71 1.44 7 AS-4 1.18 2.39 7 AS-5 1.46 2.96 7 AS-6 2.11 4.28 7 AS-7 2.87 5.82 7 AS-8 3.74 7.59 7 AS-9 4.73 9.59 7 AS-10 5.84 11.84 7 AS-11 7.07 14.34 7 AS-12 8.42 17.08 7 AquaShield Aqua Swirl AS-13 9.87 20.02 7 S3 0.70 1.40 10 S4 1.25 2.50 10 S5 1.95 3.90 10 S6 2.80 5.60 10 S8 5.00 10.00 10 ADS Barracuda S10 7.80 15.60 10 1 Installed in the configuration as reviewed by NJCAT only Phone (888) 344-9044 Fax (423) 826-2112 www.aquashieldinc.com Aqua-Swirl Concentrator Model AS-4 PCS Standard Detail AS-4 PCS STD 02/05/15 Scale: Drawn By: Document: Date: JCW 1:20 U.S. Patent No. 6524473 and other Patent Pending * Please see accompanied Aqua-Swirl specification notes. * See Site Plan for actual system orientation. 2ULHQWDWLRQPD\YDU\IURP RU custom angles to meet site conditions. 12" [305 mm] PCS Max A Inlet66" [1676 mm] 12" [305 mm] PCS Max 66" [1676 mm] Outlet A 54" [1372 mm] Pipe coupling by Contractor. 12" long Stub-out by Manufacturer. Pipe coupling by Contractor. 12" long Stub-out by Manufacturer. Vent Arched Baffle Octagonal Base Plate Phone (888) 344-9044 www.aquashieldinc.com Vent Arched Baffle Slide riser over top ring and bolt in 4 placesRiser 68" [1727 mm] 104" [2642 mm] Swirl Inlet Swirl Outlet Bedding Undisturbed Soil Backfill 6" [152 mm] 18" [457 mm] Section A-A Plan View Grade (Rim) 30" [762 mm] Rim elevations to match finished grade. Manhole Frame and Cover by Manufacturer. (See Details)5" [127 mm] MH Frame Varies Varies Backfill shall extend at least 18 inch [457 mm] outward from Swirl Concentrator and for the full height of the Swirl Concentrator (including riser) extending laterally to undisturbed soils. (See MH Detail Below) 4 1/2" [114 mm] 1/2" [13 mm] 1" [25 mm] Manhole Frame & Cover Detail NTS For Non-Traffic Areas Only Soil 1" [25 mm] Unless other traffic barriers are present, bollards shall be placed around access riser(s) in non-traffic areas to prevent inadvertent loading by maintenance vehicles. Place small amount of concrete [3,000 psi [20 MPa] (min)] to support and level manhole frame. DO NOT allow manhole frame to rest upon riser. Riser Frame Cover 48" [1219 mm] Min. 12" [305 mm] Wrap Compressible Expansion Joint Material to a minimum 1-inch [25 mm] thickness around top of riser to allow transfer of inadvertent loading from manhole cover to concrete slab. Backfill (90% Proctor Density) Concrete 8" [203 mm] Gravel Backfill 4 1/2"Cover Frame 1" [25 mm] Thick Expansion Joint Material30" [762 mm] Riser #4 [13 mm] Rebar @ 6" [152 mm] Each Way 14"1/2" 3,000 psi [20 MPa] (min) Concrete Manhole Frame & Cover Detail For Traffic Loading Areas NTS If traffic loading (HS-25) is required or anticipated, a 4-foot [1.22 m] diameter, 14-inch [356 mm] thick reinforced concrete pad must be placed over the Stormwater Treatment System Riser to support and level the manhole frame, as shown. The top of riser pipe must be wrapped with compressible expansion joint material to a minimum 1-inch [25 mm] thickness to allow transfer of wheel loads from manhole cover to concrete slab. Manhole cover shall bear on concrete slab and not on riser pipe. The concrete slab shall have a minimum strength of 3,000 psi [20 MPa] and be reinforced with #4 [13 mm] reinforcing steel as shown. Minimum cover over reinforcing steel shall be 1-inch [25 mm]. Top of manhole cover and concrete slab shall be level with finish grade. Backfill (90% Proctor Density) 48" Aqua-Swirl Polymer Coated Steel (PCS) Stormwater Treatment System Note: AS an alternative, 42-inch OD, HS-25 rated precast concrete rings may be substituted. 14-inch thickness must be maintained. Description:Atapco Apartments Reviewing Entity: Job #: Date:09/11/20 CNwq= PARAMETERS P =1 (in.) Pervious Area 0.35 Impervious Area 1.52 Area 1.87 I = 81% (%) Rv = 0.779 Qa=0.78 (in.) CALCULATED CNwq CNwq =98 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER - PR. STRM SE Job Information Connor Strege 170110005 Type II 24-hr 1 In-24 Hr Rainfall=1.00"170110005 Printed 9/18/2020Prepared by Kimley-Horn Page 1HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: PR. STRM SE (WQv) Runoff = 2.20 cfs @ 12.00 hrs, Volume= 0.123 af, Depth= 0.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.03 hrs Type II 24-hr 1 In-24 Hr Rainfall=1.00" Area (ac) CN Description * 1.870 98 Matches Value From Spreadsheet 1.870 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 Direct Entry, Matches Value From Spreadsheet Subcatchment 12S: PR. STRM SE (WQv) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr 1 In-24 Hr Rainfall=1.00" Runoff Area=1.870 ac Runoff Volume=0.123 af Runoff Depth=0.79" Tc=9.1 min CN=98 2.20 cfs City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 3 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) 2-4 0.62 2.57 6 3-6 1.4 5.80 6 3-8 1.87 7.75 6 4-8 2.49 10.31 6 5-10 3.89 16.11 6 6-12 5.6 23.19 6 6-13.75 6.42 26.59 6 7-14 7.62 31.56 6 7-15 8.17 33.84 6 8-14 8.71 36.08 6 8-16 9.96 41.25 6 9-18 12.6 52.19 6 10-17 13.22 54.76 6 10-20 15.56 64.45 6 12-21 19.6 81.18 6 Oldcastle NSBB-HVT 12-24 22.4 92.78 6 AS-2 0.36 0.73 7 AS-3 0.71 1.44 7 AS-4 1.18 2.39 7 AS-5 1.46 2.96 7 AS-6 2.11 4.28 7 AS-7 2.87 5.82 7 AS-8 3.74 7.59 7 AS-9 4.73 9.59 7 AS-10 5.84 11.84 7 AS-11 7.07 14.34 7 AS-12 8.42 17.08 7 AquaShield Aqua Swirl AS-13 9.87 20.02 7 S3 0.70 1.40 10 S4 1.25 2.50 10 S5 1.95 3.90 10 S6 2.80 5.60 10 S8 5.00 10.00 10 ADS Barracuda S10 7.80 15.60 10 1 Installed in the configuration as reviewed by NJCAT only Phone (888) 344-9044 Fax (423) 826-2112 www.aquashieldinc.com Aqua-Swirl Concentrator Model AS-7 PCS Standard Detail AS-7 PCS STD 02/05/15 Scale: Drawn By: Document: Date: JCW 1:30 U.S. Patent No. 6524473 and other Patent Pending * Please see accompanied Aqua-Swirl specification notes. * See Site Plan for actual system orientation. 2ULHQWDWLRQPD\YDU\IURP RU custom angles to meet site conditions. 4 1/2" [114 mm] 1/2" [13 mm] 1" [25 mm] Manhole Frame & Cover Detail NTS For Non-Traffic Areas Only Soil 1" [25 mm] Unless other traffic barriers are present, bollards shall be placed around access riser(s) in non-traffic areas to prevent inadvertent loading by maintenance vehicles. Place small amount of concrete [3,000 psi [20 MPa] (min)] to support and level manhole frame. DO NOT allow manhole frame to rest upon riser. Riser Frame Cover 48" [1219 mm] Min. 12" [305 mm] Wrap Compressible Expansion Joint Material to a minimum 1-inch [25 mm] thickness around top of riser to allow transfer of inadvertent loading from manhole cover to concrete slab. Backfill (90% Proctor Density) Concrete 8" [203 mm] Gravel Backfill 4 1/2"Cover Frame 1" [25 mm] Thick Expansion Joint Material30" [762 mm] Riser #4 [13 mm] Rebar @ 6" [152 mm] Each Way 14"1/2" 3,000 psi [20 MPa] (min) Concrete Manhole Frame & Cover Detail For Traffic Loading Areas NTS If traffic loading (HS-25) is required or anticipated, a 4-foot [1.22 m] diameter, 14-inch [356 mm] thick reinforced concrete pad must be placed over the Stormwater Treatment System Riser to support and level the manhole frame, as shown. The top of riser pipe must be wrapped with compressible expansion joint material to a minimum 1-inch [25 mm] thickness to allow transfer of wheel loads from manhole cover to concrete slab. Manhole cover shall bear on concrete slab and not on riser pipe. The concrete slab shall have a minimum strength of 3,000 psi [20 MPa] and be reinforced with #4 [13 mm] reinforcing steel as shown. Minimum cover over reinforcing steel shall be 1-inch [25 mm]. Top of manhole cover and concrete slab shall be level with finish grade. Backfill (90% Proctor Density) 48" Vent Arched Baffle Slide riser over top ring and bolt in 4 places Riser 114" [2896 mm] Swirl Inlet Swirl Outlet Grade (Rim) 30" [762 mm] Rim elevations to match finished grade.Manhole Frame and Cover by Manufacturer. (See Details) VariesVaries 68" [1727 mm] Phone (888) 344-9044 www.aquashieldinc.com Backfill shall extend at least 18 inches [457 mm] outward from Swirl Concentrator and for the full height of the Swirl Concentrator (including riser) extending laterally to undisturbed soils. (See MH Detail Below) Bedding Undisturbed Soil Backfill 6" [152 mm] 18" [457 mm] Section A-A Pipe coupling by Contractor. 12" long Stub-out by Manufacturer. Plan View 96" [2438 mm] 96" [2438 mm]Inlet15" [381 mm] PCS Max 15" [381 mm] PCS Max Outlet A Vent Arched Baffle Octagonal Base Plate A Pipe coupling by Contractor. 12" long Stub-out by Manufacturer. 84" [2134 mm] 5" [127 mm] MH Frame Aqua-Swirl Polymer Coated Steel (PCS) Stormwater Treatment System Note: AS an alternative, 42-inch OD, HS-25 rated precast concrete rings may be substituted. 14-inch thickness must be maintained. Description:Atapco Apartments Reviewing Entity: Job #: Date:09/11/20 CNwq= PARAMETERS P =1 (in.) Pervious Area 0.15 Impervious Area 0.28 Area 0.43 I = 65% (%) Rv = 0.638 Qa=0.64 (in.) CALCULATED CNwq CNwq =96 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER - PR. DIRECT DETAINED Job Information Connor Strege 170110005 Type II 24-hr 1 In-24 Hr Rainfall=1.00"170110005 Printed 9/18/2020Prepared by Kimley-Horn Page 1HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: PR. DIRECT DETAINED (WQv) Runoff = 0.34 cfs @ 11.96 hrs, Volume= 0.016 af, Depth= 0.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.03 hrs Type II 24-hr 1 In-24 Hr Rainfall=1.00" Area (ac) CN Description * 0.300 96 Matches Value From Spreadsheet 0.300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Value Subcatchment 15S: PR. DIRECT DETAINED (WQv) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (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 Type II 24-hr 1 In-24 Hr Rainfall=1.00" Runoff Area=0.300 ac Runoff Volume=0.016 af Runoff Depth=0.63" Tc=5.0 min CN=96 0.34 cfs City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 3 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) 2-4 0.62 2.57 6 3-6 1.4 5.80 6 3-8 1.87 7.75 6 4-8 2.49 10.31 6 5-10 3.89 16.11 6 6-12 5.6 23.19 6 6-13.75 6.42 26.59 6 7-14 7.62 31.56 6 7-15 8.17 33.84 6 8-14 8.71 36.08 6 8-16 9.96 41.25 6 9-18 12.6 52.19 6 10-17 13.22 54.76 6 10-20 15.56 64.45 6 12-21 19.6 81.18 6 Oldcastle NSBB-HVT 12-24 22.4 92.78 6 AS-2 0.36 0.73 7 AS-3 0.71 1.44 7 AS-4 1.18 2.39 7 AS-5 1.46 2.96 7 AS-6 2.11 4.28 7 AS-7 2.87 5.82 7 AS-8 3.74 7.59 7 AS-9 4.73 9.59 7 AS-10 5.84 11.84 7 AS-11 7.07 14.34 7 AS-12 8.42 17.08 7 AquaShield Aqua Swirl AS-13 9.87 20.02 7 S3 0.70 1.40 10 S4 1.25 2.50 10 S5 1.95 3.90 10 S6 2.80 5.60 10 S8 5.00 10.00 10 ADS Barracuda S10 7.80 15.60 10 1 Installed in the configuration as reviewed by NJCAT only Phone (888) 344-9044 Fax (423) 826-2112 www.aquashieldinc.com Aqua-Swirl Concentrator Model AS-4 BYP PCS Standard Detail AS-4 PCS STD 01/06/15 Scale: Drawn By: Document: Date: JCW 1:20 U.S. Patent No. 6524473 and other Patent Pending 27" [686 mm] PCS Max A 66" [1676 mm] 66" [1676 mm] Outlet Pipe coupling by Contractor. 12" [305 mm] long Stub-out by Manufacturer. Octagonal Base Plate Phone (888) 344-9044 www.aquashieldinc.com Internal Baffles Slide riser over top ring and bolt in 4 placesRiser 68" [1727 mm] 104" [2642 mm] to 107" [2718 mm] Swirl Inlet/Outlet Bedding Undisturbed Soil Backfill 6" [152 mm] 18" [457 mm] Section A-A Plan View Grade (Rim) 30" [762 mm] Rim elevations to match finished grade. Manhole Frame and Cover by Manufacturer. (See Details)5" [127 mm] MH Frame VariesVaries Backfill shall extend at least 18 inches [457 mm] outward from Swirl Concentrator and for the full height of the Swirl Concentrator (including riser) extending laterally to undisturbed soils. (See MH Detail Below) 4 1/2" [114 mm] 1/2" [13 mm] 1" [25 mm] Manhole Frame & Cover Detail NTS For Non-Traffic Areas Only Soil 1" [25 mm] Unless other traffic barriers are present, bollards shall be placed around access riser(s) in non-traffic areas to prevent inadvertent loading by maintenance vehicles. Place small amount of concrete [3,000 psi [20 MPa] (min)] to support and level manhole frame. DO NOT allow manhole frame to rest upon riser. Riser Frame Cover 48" [1219 mm] Min. 12" [305 mm] Wrap Compressible Expansion Joint Material to a minimum 1-inch [25 mm] thickness around top of riser to allow transfer of inadvertent loading from manhole cover to concrete slab. Backfill (90% Proctor Density) Concrete 8" [203 mm] Gravel Backfill 4 1/2"Cover Frame 1" [25 mm] Thick Expansion Joint Material30" [762 mm] Riser #4 [13 mm] Rebar @ 6" [152 mm] Each Way 14"1/2" 3,000 psi [20 MPa] (min) Concrete Manhole Frame & Cover Detail For Traffic Loading Areas NTS If traffic loading (HS-25) is required or anticipated, a 4-foot [1.22 m] diameter, 14-inch [356 mm] thick reinforced concrete pad must be placed over the Stormwater Treatment System Riser to support and level the manhole frame, as shown. The top of riser pipe must be wrapped with compressible expansion joint material to a minimum 1-inch [25 mm] thickness to allow transfer of wheel loads from manhole cover to concrete slab. Manhole cover shall bear on concrete slab and not on riser pipe. The concrete slab shall have a minimum strength of 3,000 psi [20 MPa] and be reinforced with #4 [13 mm] reinforcing steel as shown. Minimum cover over reinforcing steel shall be 1-inch [25 mm]. Top of manhole cover and concrete slab shall be level with finish grade. Backfill (90% Proctor Density) 48" Aqua-Swirl Polymer Coated Steel (PCS) Stormwater Treatment System 54" [1372 mm] A Inlet Internal Baffles * Please see accompanied Aqua-Swirl specification notes. * See Site Plan for actual system orientation. 2ULHQWDWLRQPD\YDU\IURP RU custom angles to meet site conditions. Note: As an alternative, 42-inch OD, HS-20/25 rated precast concrete rings may be substituted. 14-inch thickness must be maintained.