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HomeMy WebLinkAboutDrainage Report170291001 – Carmel Midtown Development Carmel Midtown Development (Former AT&T Site) Street Address TBD Carmel, IN 46032 Drainage Report June 10, 2022 Prepared For: Pure Development 815 East 65th Street #200 Indianapolis, IN 46220 Prepared By: Kimley-Horn and Associates, Inc. Mike Timko, PE Connor Strege, EI 250 East 96th Street, Suite 580 Indianapolis, IN 46240 Phone: (317) 218-9560 170291001 – Carmel Midtown Development TABLE OF CONTENTS 1.0. PROJECT SUMMARY 2.0. INTRODUCTION 3.0. EXISTING CONDITIONS 4.0. PROPOSED CONDITIONS Appendix A: Project Site Maps Appendix B: Existing Drainage Conditions Appendix C: Proposed Basin Conditions Appendix D: Proposed Storm Sewer Design Appendix E: Stormwater Quality Design 170291001 – Carmel Midtown Development 1.0 Project Summary Project Name: Carmel Midtown Development Location: Street Address TBD, Carmel, IN 46032 Report Type: Drainage Report Reviewing Agency: City of Carmel Storm Sewer Sizing: Rational Method Basin Runoff Calculations: USDA NRCS TR-55 Stormwater Quality: Aqua-Swirl Separator, Maintenance Row (Master Planned) Stormwater Quantity: Underground Detention Chambers Design Standards: City of Carmel Stormwater Technical Manual 2.0. Introduction Kimley-Horn and Associates, Inc. has been retained by Pure Development to provide civil engineering services for the Carmel Midtown Development Parcels C & D Construction Plans located within the Carmel Midtown Development in Carmel, Indiana. The initial phase of construction for this project consists of the construction of a ±11,205 SF office building, a ±4,225 SF office building, associated utility infrastructure, pavement, and hardscape amenities. This report includes calculations that model the fully built out condition for the Carmel Midtown development. An underground detention chamber system shall be installed during the construction of Parcel A, which shall provide detention for Parcels A-D. The ultimate discharge point from the site is at the east limits of the property and ties into the storm infrastructure along 3rd Avenue SW. The discharge is ultimately released into the Cool Creek-Grassy Branch/Little Cool Creek. Water quality for the project will be provided by a combination of a maintenance isolator row associated with the future detention and future hydrodynamic separators. The proposed stormwater quality and quantity measures were designed to meet the requirements of the current City of Carmel Stormwater Technical Manual. 3.0. Existing Conditions FEMA According to FEMA Flood Insurance Rate Maps 18057C0207G dated November 19, 2014 provided in Appendix A, 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 Orthents (Or), Urban land-Brookston complex (UbaA), Urban land-Crosby silt loam complex (UcfA), and and Crosby silt loam, fine loamy subsoil-Urban land complex (YclA). Refer to Appendix A for the NRCS Web Soil Survey information. Existing Site Features The total existing site consists of approximately 5.20 acres located northwest of the intersection of 3rd Avenue SW and Industrial Drive. The existing site is delineated as 3 distinct parcels. 4.32 acres of the 170291001 – Carmel Midtown Development existing site contains a vacant warehouse building and asphalt pavement. The remaining two parcels contain existing single-family residences. The site currently discharges to the east and west. The portion of the site that discharges east is collected by existing storm sewer infrastructure located within 3rd Avenue SW. The portion of the site that discharges west is collected by storm sewer infrastructure located within Industrial Drive. The table below indicates the existing runoff from the 4.85 acres of the existing site to be rezoned as C-2 (Parcels A-D) for the 2-, 10-, and 100-year storm events using HydroCAD Stormwater Modeling (Refer to Appendix B for existing drainage calculations). Existing Release Rates 002-year 010-year 100-year Peak Existing Runoff East 6.86 cfs 10.14 cfs 17.44 cfs Peak Existing Runoff West 10.42 cfs 15.27 cfs 26.06 cfs Peak Existing Runoff Total 17.15 cfs 25.22 cfs 43.16 cfs The table below indicates the existing runoff from the 1.87 acres of the existing site that drains towards 3rd Avenue SW, in addition to the adjoining 3rd Avenue ROW for the 2-, 10-, and 100-year storm events using HydroCAD Stormwater Modeling (Refer to Appendix B for existing drainage calculations). Existing Release Rates 002-year 010-year 100-year Peak Existing Runoff 8.38 cfs 12.45 cfs 21.48 cfs 4.0. Proposed Conditions 4.85 acres of the 5.20-acre site shall be developed under C-2 zoning. The remaining 0.35 acres shall remain zoned R-2 and will not be considered for detention sizing calculations. For the development of the 4.85 acres of commercial property, proposed on-site private storm inlets and sewers have been designed to carry site drainage from the pavement, roof, and grassed areas to an underground detention chamber system beneath the Parcel A multi-family building, before ultimately discharging into existing storm sewer infrastructure within 3rd Avenue SW. Refer to Appendix C for a proposed drainage area map. Refer to Appendix D for a proposed storm sewer drainage area map. Per the City of Carmel’s redevelopment standards, the site’s proposed 100-Year release rate must be reduced to a rate equal to or below the existing 10-Year release rate. Additionally, the site’s proposed 100-Year release rate must be reduced to a rate equal to or below the existing 2-Year release rate. The adjoining 1/2 ROW areas for both road frontages have also been included in the detention modeling calculations. The Table below summarizes the allowable and proposed runoff from the site using the SCS Curve Number method and HydroCAD modeling (Refer to Appendix C for calculations). 170291001 – Carmel Midtown Development Proposed and Allowable Release Rates (Entering 3rd Avenue SW) 010-year 100-year Peak Proposed Discharge 8.17 cfs 11.66 cfs Allowable Discharge 8.38 cfs 12.45 cfs Design calculations were preformed to ensure no adverse impact to the downstream facilities occur if mass graded conditions must be installed in lieu of the anticipated Parcel A development (Interim Condition). The Table below summarizes the maximum existing and interim runoff from the 4.85 commercial site directed to the Industrial Drive and 3rd Avenue SW storm sewer infrastructure (Refer to Appendix C for calculations). Existing and Interim Release Rates 002-year 010-year 100-year Peak Existing Runoff East 6.86 cfs 10.14 cfs 17.44 cfs Peak Interim Runoff East 5.48 cfs 8.64 cfs 14.89 cfs Peak Existing Runoff West 10.42 cfs 15.27 cfs 26.06 cfs Peak Interim Runoff West 3.59 cfs 6.83 cfs 14.70 cfs Stormwater Quality Per the City of Carmel’s Stormwater Technical Standards, two Water Quality BMPs are required in series to treat the 1” rainfall event. The first BMP in series is the Maintenance Row provided within the Parcel A development. The second BMP in series is the hydrodynamic separator, which is sized to treat the 100- year release rate from the detention. Refer to Appendix E for Stormwater Quality Calculations. Conclusions The proposed drainage design for this project has been designed to meet or improve the existing detention conditions. No adverse impacts are anticipated to affect any adjacent or downstream properties. 170291001 – Carmel Midtown Development Appendix A: Project Site Maps Image Lands at / Copernic us Image Lands at / Copernic us Image Lands at / Copernic us PROJECT SITE 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 3/1/2022 at 6:02 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°8'15"W 39°58'45"N 86°7'37"W 39°58'17"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/17/2021 Page 1 of 44425310442534044253704425400442543044254604425310442534044253704425400442543044254604425490573950573980574010574040574070574100574130574160574190574220 573950 573980 574010 574040 574070 574100 574130 574160 574190 574220 39° 58' 34'' N 86° 8' 2'' W39° 58' 34'' N86° 7' 50'' W39° 58' 28'' N 86° 8' 2'' W39° 58' 28'' N 86° 7' 50'' 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: 1:1,300 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 Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available 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 22, Sep 9, 2021 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. Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/17/2021 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Or Orthents 2.1 42.3% UbaA Urban land-Brookston complex, 0 to 2 percent slopes 0.9 17.8% UcfA Urban land-Crosby silt loam complex, fine- loamy subsoil, 0 to 2 percent slopes 1.4 27.9% YclA Crosby silt loam, fine- loamy subsoil-Urban land complex, 0 to 2 percent slopes C/D 0.6 12.0% Totals for Area of Interest 4.9 100.0% Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/17/2021 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/17/2021 Page 4 of 4 170291001 – Carmel Midtown Development Appendix B: Existing Basin Conditions EXISTING B AREA = 0.44 ACRES CN = 94 Tc = 5 MIN EXISTING A AREA = 1.87 ACRES CN = 96 Tc = 5 MIN EXISTING C AREA = 2.98 ACRES CN = 96 Tc = 7 MIN (ASSUMED) JUNE 07, 2022 CARMEL MIDTOWN DEVELOPMENT (FORMER AT&T SITE)EXISTING BASINS MAP 0'60'30'NORTH0'60'30'NORTH 9S EXISTING A 13S EXISTING B 15S EXISTING C 14L EXISTING SUMMATION Routing Diagram for 170291001 - ROW Detention Prepared by Kimley-Horn & Associates, Printed 6/9/2022 HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link EXISTING CONDITIONS HYDROCAD REPORT Page 1 of 19 170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 2HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 002 Yr-24 Hr Type II 24-hr Default 24.00 1 2.66 2 2 010 Yr-24 Hr Type II 24-hr Default 24.00 1 3.83 2 3 100 Yr-24 Hr Type II 24-hr Default 24.00 1 6.46 2 EXISTING CONDITIONS HYDROCAD REPORT Page 2 of 19 Type II 24-hr 002 Yr-24 Hr Rainfall=2.66"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 3HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: EXISTING A Runoff = 6.86 cfs @ 11.95 hrs, Volume= 0.346 af, Depth= 2.22" Routed to Link 14L : EXISTING SUMMATION Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Type II 24-hr 002 Yr-24 Hr Rainfall=2.66" Area (ac) CN Description * 1.870 96 Matches Value from Spreadsheet 1.870 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Matches Value from Spreadsheet Subcatchment 9S: EXISTING A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Type II 24-hr 002 Yr-24 Hr Rainfall=2.66" Runoff Area=1.870 ac Runoff Volume=0.346 af Runoff Depth=2.22" Tc=5.0 min CN=96 6.86 cfs EXISTING CONDITIONS HYDROCAD REPORT Page 3 of 19 Type II 24-hr 002 Yr-24 Hr Rainfall=2.66"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 4HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: EXISTING B Runoff = 1.52 cfs @ 11.96 hrs, Volume= 0.074 af, Depth= 2.02" Routed to Link 14L : EXISTING SUMMATION Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Type II 24-hr 002 Yr-24 Hr Rainfall=2.66" Area (ac) CN Description * 0.440 94 Matches Value from Spreadsheet 0.440 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Value Subcatchment 13S: EXISTING B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 002 Yr-24 Hr Rainfall=2.66" Runoff Area=0.440 ac Runoff Volume=0.074 af Runoff Depth=2.02" Tc=5.0 min CN=94 1.52 cfs EXISTING CONDITIONS HYDROCAD REPORT Page 4 of 19 Type II 24-hr 002 Yr-24 Hr Rainfall=2.66"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 5HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: EXISTING C Runoff = 10.42 cfs @ 11.98 hrs, Volume= 0.577 af, Depth= 2.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Type II 24-hr 002 Yr-24 Hr Rainfall=2.66" Area (ac) CN Description * 2.980 97 Matches Value from Spreadsheet 2.980 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Assumed Value Subcatchment 15S: EXISTING C Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 002 Yr-24 Hr Rainfall=2.66" Runoff Area=2.980 ac Runoff Volume=0.577 af Runoff Depth=2.32" Tc=7.0 min CN=97 10.42 cfs EXISTING CONDITIONS HYDROCAD REPORT Page 5 of 19 Type II 24-hr 002 Yr-24 Hr Rainfall=2.66"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 6HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Link 14L: EXISTING SUMMATION Inflow Area = 2.310 ac, 0.00% Impervious, Inflow Depth = 2.18" for 002 Yr-24 Hr event Inflow = 8.38 cfs @ 11.95 hrs, Volume= 0.420 af Primary = 8.38 cfs @ 11.95 hrs, Volume= 0.420 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Link 14L: EXISTING SUMMATION Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=2.310 ac 8.38 cfs 8.38 cfs EXISTING CONDITIONS HYDROCAD REPORT Page 6 of 19 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 7HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: EXISTING A Runoff = 10.14 cfs @ 11.95 hrs, Volume= 0.525 af, Depth= 3.37" Routed to Link 14L : EXISTING SUMMATION Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Area (ac) CN Description * 1.870 96 Matches Value from Spreadsheet 1.870 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Matches Value from Spreadsheet Subcatchment 9S: EXISTING A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Runoff Area=1.870 ac Runoff Volume=0.525 af Runoff Depth=3.37" Tc=5.0 min CN=96 10.14 cfs EXISTING CONDITIONS HYDROCAD REPORT Page 7 of 19 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 8HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: EXISTING B Runoff = 2.31 cfs @ 11.95 hrs, Volume= 0.116 af, Depth= 3.16" Routed to Link 14L : EXISTING SUMMATION Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Area (ac) CN Description * 0.440 94 Matches Value from Spreadsheet 0.440 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Value Subcatchment 13S: EXISTING B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Runoff Area=0.440 ac Runoff Volume=0.116 af Runoff Depth=3.16" Tc=5.0 min CN=94 2.31 cfs EXISTING CONDITIONS HYDROCAD REPORT Page 8 of 19 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 9HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: EXISTING C Runoff = 15.27 cfs @ 11.98 hrs, Volume= 0.865 af, Depth= 3.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Area (ac) CN Description * 2.980 97 Matches Value from Spreadsheet 2.980 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Assumed Value Subcatchment 15S: EXISTING C 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 010 Yr-24 Hr Rainfall=3.83" Runoff Area=2.980 ac Runoff Volume=0.865 af Runoff Depth=3.48" Tc=7.0 min CN=97 15.27 cfs EXISTING CONDITIONS HYDROCAD REPORT Page 9 of 19 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 10HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Link 14L: EXISTING SUMMATION Inflow Area = 2.310 ac, 0.00% Impervious, Inflow Depth = 3.33" for 010 Yr-24 Hr event Inflow = 12.45 cfs @ 11.95 hrs, Volume= 0.641 af Primary = 12.45 cfs @ 11.95 hrs, Volume= 0.641 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Link 14L: EXISTING SUMMATION Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.310 ac 12.45 cfs 12.45 cfs EXISTING CONDITIONS HYDROCAD REPORT Page 10 of 19 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 11HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: EXISTING A Runoff = 17.44 cfs @ 11.95 hrs, Volume= 0.933 af, Depth= 5.99" Routed to Link 14L : EXISTING SUMMATION Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Area (ac) CN Description * 1.870 96 Matches Value from Spreadsheet 1.870 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Matches Value from Spreadsheet Subcatchment 9S: EXISTING A 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=1.870 ac Runoff Volume=0.933 af Runoff Depth=5.99" Tc=5.0 min CN=96 17.44 cfs EXISTING CONDITIONS HYDROCAD REPORT Page 11 of 19 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 12HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: EXISTING B Runoff = 4.05 cfs @ 11.95 hrs, Volume= 0.211 af, Depth= 5.75" Routed to Link 14L : EXISTING SUMMATION Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Area (ac) CN Description * 0.440 94 Matches Value from Spreadsheet 0.440 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Value Subcatchment 13S: EXISTING B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Runoff Area=0.440 ac Runoff Volume=0.211 af Runoff Depth=5.75" Tc=5.0 min CN=94 4.05 cfs EXISTING CONDITIONS HYDROCAD REPORT Page 12 of 19 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 13HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: EXISTING C Runoff = 26.06 cfs @ 11.98 hrs, Volume= 1.516 af, Depth= 6.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Area (ac) CN Description * 2.980 97 Matches Value from Spreadsheet 2.980 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Assumed Value Subcatchment 15S: EXISTING C Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Runoff Area=2.980 ac Runoff Volume=1.516 af Runoff Depth=6.10" Tc=7.0 min CN=97 26.06 cfs EXISTING CONDITIONS HYDROCAD REPORT Page 13 of 19 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 14HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Link 14L: EXISTING SUMMATION Inflow Area = 2.310 ac, 0.00% Impervious, Inflow Depth = 5.94" for 100 Yr-24 Hr event Inflow = 21.48 cfs @ 11.95 hrs, Volume= 1.144 af Primary = 21.48 cfs @ 11.95 hrs, Volume= 1.144 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Link 14L: EXISTING SUMMATION Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.310 ac 21.48 cfs 21.48 cfs EXISTING CONDITIONS HYDROCAD REPORT Page 14 of 19 9S EXISTING A 15S EXISTING C 14L EXISTING SUMMATION Routing Diagram for 170291001 - ROW Detention Prepared by Kimley-Horn & Associates, Printed 6/9/2022 HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link EXISTING CONDITIONS HYDROCAD REPORT Page 15 of 19 170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 2HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 002 Yr-24 Hr Type II 24-hr Default 24.00 1 2.66 2 2 010 Yr-24 Hr Type II 24-hr Default 24.00 1 3.83 2 3 100 Yr-24 Hr Type II 24-hr Default 24.00 1 6.46 2 EXISTING CONDITIONS HYDROCAD REPORT Page 16 of 19 Type II 24-hr 002 Yr-24 Hr Rainfall=2.66"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 3HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Link 14L: EXISTING SUMMATION Inflow Area = 4.850 ac, 0.00% Impervious, Inflow Depth = 2.28" for 002 Yr-24 Hr event Inflow = 17.15 cfs @ 11.97 hrs, Volume= 0.922 af Primary = 17.15 cfs @ 11.97 hrs, Volume= 0.922 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Link 14L: EXISTING 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=4.850 ac 17.15 cfs 17.15 cfs EXISTING CONDITIONS HYDROCAD REPORT Page 17 of 19 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 4HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Link 14L: EXISTING SUMMATION Inflow Area = 4.850 ac, 0.00% Impervious, Inflow Depth = 3.44" for 010 Yr-24 Hr event Inflow = 25.22 cfs @ 11.96 hrs, Volume= 1.390 af Primary = 25.22 cfs @ 11.96 hrs, Volume= 1.390 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Link 14L: EXISTING SUMMATION Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.850 ac 25.22 cfs 25.22 cfs EXISTING CONDITIONS HYDROCAD REPORT Page 18 of 19 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 5HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Link 14L: EXISTING SUMMATION Inflow Area = 4.850 ac, 0.00% Impervious, Inflow Depth = 6.06" for 100 Yr-24 Hr event Inflow = 43.16 cfs @ 11.96 hrs, Volume= 2.448 af Primary = 43.16 cfs @ 11.96 hrs, Volume= 2.448 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Link 14L: EXISTING SUMMATION Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.850 ac 43.16 cfs 43.16 cfs EXISTING CONDITIONS HYDROCAD REPORT Page 19 of 19 PROJECT: BY: DATE: Hydrologic Group % A 0.0% B 0.0% C 12.0% D 88.0% Total 100.0% Soil Group Weighted Runoff Coefficient C Actual Soil Group Next Less Impervious Soil Group Undeveloped Meadow -0.25 77 78 Fully Developed Open Space Good Condition (>75% Cover)0.30 79 80 Fully Developed Impervious Paved 0.85 98 98 Fully Developed Impervious Rooftop 0.90 98 98 Water Pond or Lake -1.00 100 100 Water Pond or Lake -1.00 100 100 Weighted CN Weighted CN Meadow Open Space - Good Condition (>75% Cover)Impervious - Paved Impervious - Rooftop Pond or Lake Water - Pond or Lake Total Actual Soil Group Next Less Impervious Soil Group EXISTING A 0.00 0.19 1.21 0.47 0.00 0.00 1.87 0.81 96 96 EXISTING B 0.00 0.11 0.33 0.00 0.00 0.00 0.44 0.71 93 94 EXISTING C 0.00 0.09 2.57 0.32 0.00 0.00 2.98 0.84 97 97 Carmel Midtown Connor Strege 10-Jun-22 Site Soil Soil Group Weighted CN Basin Area (ac) Weighted C Cover Type Condition 09/18/2020 Page 19 170291001 – Carmel Midtown Development Appendix C: Proposed Basin Conditions PROPOSED A AREA = 4.85 ACRES CN = 95 (85% IMPERVIOUS ASSUMED) Tc = 6.0 MIN (ASSUMED) PROPOSED B AREA = 0.81 ACRES CN = 96 Tc = 5 MIN (ASSUMED) JUNE 07, 2022 CARMEL MIDTOWN DEVELOPMENT (FORMER AT&T SITE)PROPOSED BASINS MAP 0'60'30'NORTH 3S PROPOSED A 4S PROPOSED B 11P R TANK DETENTION Routing Diagram for 170291001 - ROW Detention Prepared by Kimley-Horn & Associates, Printed 6/9/2022 HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link PROPOSED CONDITIONS HYDROCAD REPORT Page 1 of 22 170291001 - ROW Detention Printed 6/7/2022Prepared by Kimley-Horn & Associates Page 1HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 010 Yr-24 Hr Type II 24-hr Default 24.00 1 3.83 2 2 100 Yr-24 Hr Type II 24-hr Default 24.00 1 6.46 2 PROPOSED CONDITIONS HYDROCAD REPORT Page 2 of 22 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 6/7/2022Prepared by Kimley-Horn & Associates Page 2HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: PROPOSED A Runoff = 25.02 cfs @ 11.96 hrs, Volume= 1.319 af, Depth= 3.26" Routed to Pond 11P : R TANK DETENTION Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Area (ac) CN Description * 4.850 95 Matches Value From Spreadsheet 4.850 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Assumed Value Subcatchment 3S: PROPOSED A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Runoff Area=4.850 ac Runoff Volume=1.319 af Runoff Depth=3.26" Tc=6.0 min CN=95 25.02 cfs PROPOSED CONDITIONS HYDROCAD REPORT Page 3 of 22 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 6/7/2022Prepared by Kimley-Horn & Associates Page 3HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: PROPOSED B Runoff = 4.39 cfs @ 11.95 hrs, Volume= 0.228 af, Depth= 3.37" Routed to Pond 11P : R TANK DETENTION Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Area (ac) CN Description * 0.810 96 Matches Value From Spreadsheet 0.810 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Value Subcatchment 4S: PROPOSED B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Runoff Area=0.810 ac Runoff Volume=0.228 af Runoff Depth=3.37" Tc=5.0 min CN=96 4.39 cfs PROPOSED CONDITIONS HYDROCAD REPORT Page 4 of 22 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 6/7/2022Prepared by Kimley-Horn & Associates Page 4HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: EXISTING A Runoff = 10.14 cfs @ 11.95 hrs, Volume= 0.525 af, Depth= 3.37" Routed to Link 14L : EXISTING SUMMATION Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Area (ac) CN Description * 1.870 96 Matches Value from Spreadsheet 1.870 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Matches Value from Spreadsheet Subcatchment 9S: EXISTING A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Runoff Area=1.870 ac Runoff Volume=0.525 af Runoff Depth=3.37" Tc=5.0 min CN=96 10.14 cfs PROPOSED CONDITIONS HYDROCAD REPORT Page 5 of 22 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 6/7/2022Prepared by Kimley-Horn & Associates Page 5HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: WQv Runoff = 26.02 cfs @ 11.96 hrs, Volume= 1.453 af, Depth= 3.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Area (ac) CN Description * 4.850 98 Matches Value From Spreadsheet 4.850 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Assumed Value Subcatchment 12S: WQv Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Runoff Area=4.850 ac Runoff Volume=1.453 af Runoff Depth=3.60" Tc=6.0 min CN=98 26.02 cfs PROPOSED CONDITIONS HYDROCAD REPORT Page 6 of 22 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 6/7/2022Prepared by Kimley-Horn & Associates Page 6HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: EXISTING B Runoff = 2.31 cfs @ 11.95 hrs, Volume= 0.116 af, Depth= 3.16" Routed to Link 14L : EXISTING SUMMATION Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Area (ac) CN Description * 0.440 94 Matches Value from Spreadsheet 0.440 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Value Subcatchment 13S: EXISTING B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Runoff Area=0.440 ac Runoff Volume=0.116 af Runoff Depth=3.16" Tc=5.0 min CN=94 2.31 cfs PROPOSED CONDITIONS HYDROCAD REPORT Page 7 of 22 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 6/7/2022Prepared by Kimley-Horn & Associates Page 7HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Pond 11P: R TANK DETENTION Inflow Area = 5.660 ac, 0.00% Impervious, Inflow Depth = 3.28" for 010 Yr-24 Hr event Inflow = 29.38 cfs @ 11.96 hrs, Volume= 1.547 af Outflow = 8.17 cfs @ 12.10 hrs, Volume= 1.531 af, Atten= 72%, Lag= 8.5 min Primary = 8.17 cfs @ 12.10 hrs, Volume= 1.531 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Peak Elev= 831.32' @ 12.10 hrs Surf.Area= 0.155 ac Storage= 0.534 af Plug-Flow detention time= 63.3 min calculated for 1.530 af (99% of inflow) Center-of-Mass det. time= 57.3 min ( 828.4 - 771.0 ) Volume Invert Avail.Storage Storage Description #1A 827.14' 0.156 af 23.69'W x 285.50'L x 8.21'H Field A 1.274 af Overall - 0.885 af Embedded = 0.389 af x 40.0% Voids #2A 827.39' 0.841 af ACF R-Tank HD 5 x 1800 Inside #1 Inside= 15.7"W x 83.5"H => 8.67 sf x 2.35'L = 20.3 cf Outside= 15.7"W x 83.5"H => 9.13 sf x 2.35'L = 21.4 cf 1800 Chambers in 15 Rows 0.996 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 827.39'24.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Device 1 827.39'13.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=8.16 cfs @ 12.10 hrs HW=831.31' (Free Discharge) 1=Orifice/Grate (Passes 8.16 cfs of 25.85 cfs potential flow) 2=Orifice/Grate (Orifice Controls 8.16 cfs @ 8.85 fps) PROPOSED CONDITIONS HYDROCAD REPORT Page 8 of 22 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 6/7/2022Prepared by Kimley-Horn & Associates Page 8HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Pond 11P: R TANK DETENTION - Chamber Wizard Field A Chamber Model = ACF R-Tank HD 5 (ACF Environmental R-Tank HD) Inside= 15.7"W x 83.5"H => 8.67 sf x 2.35'L = 20.3 cf Outside= 15.7"W x 83.5"H => 9.13 sf x 2.35'L = 21.4 cf 120 Chambers/Row x 2.35' Long = 281.50' Row Length +24.0" End Stone x 2 = 285.50' Base Length 15 Rows x 15.7" Wide + 24.0" Side Stone x 2 = 23.69' Base Width 3.0" Stone Base + 83.5" Chamber Height + 12.0" Stone Cover = 8.21' Field Height 1,800 Chambers x 20.3 cf = 36,614.5 cf Chamber Storage 1,800 Chambers x 21.4 cf = 38,541.6 cf Displacement 55,484.7 cf Field - 38,541.6 cf Chambers = 16,943.1 cf Stone x 40.0% Voids = 6,777.2 cf Stone Storage Chamber Storage + Stone Storage = 43,391.7 cf = 0.996 af Overall Storage Efficiency = 78.2% Overall System Size = 285.50' x 23.69' x 8.21' 1,800 Chambers 2,055.0 cy Field 627.5 cy Stone PROPOSED CONDITIONS HYDROCAD REPORT Page 9 of 22 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 6/7/2022Prepared by Kimley-Horn & Associates Page 9HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Pond 11P: R TANK DETENTION Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=5.660 ac Peak Elev=831.32' Storage=0.534 af 29.38 cfs 8.17 cfs Pond 11P: R TANK DETENTION Primary Stage-Discharge Discharge (cfs) 1211109876543210Elevation (feet)835 834 833 832 831 830 829 828 Orifice/Grate + Orifice/Grate PROPOSED CONDITIONS HYDROCAD REPORT Page 10 of 22 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 6/7/2022Prepared by Kimley-Horn & Associates Page 10HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Pond 11P: R TANK DETENTION Storage Stage-Area-Storage Storage (acre-feet) 0.950.90.850.80.750.70.650.60.550.50.450.40.350.30.250.20.150.10.050Elevation (feet)835 834 833 832 831 830 829 828 Field A ACF R-Tank HD 5 PROPOSED CONDITIONS HYDROCAD REPORT Page 11 of 22 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 6/7/2022Prepared by Kimley-Horn & Associates Page 11HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Link 14L: EXISTING SUMMATION Inflow Area = 2.310 ac, 0.00% Impervious, Inflow Depth = 3.33" for 010 Yr-24 Hr event Inflow = 12.45 cfs @ 11.95 hrs, Volume= 0.641 af Primary = 12.45 cfs @ 11.95 hrs, Volume= 0.641 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Link 14L: EXISTING SUMMATION Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.310 ac 12.45 cfs 12.45 cfs PROPOSED CONDITIONS HYDROCAD REPORT Page 12 of 22 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 6/7/2022Prepared by Kimley-Horn & Associates Page 12HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: PROPOSED A Runoff = 43.43 cfs @ 11.96 hrs, Volume= 2.372 af, Depth= 5.87" Routed to Pond 11P : R TANK DETENTION Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Area (ac) CN Description * 4.850 95 Matches Value From Spreadsheet 4.850 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Assumed Value Subcatchment 3S: PROPOSED A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Runoff Area=4.850 ac Runoff Volume=2.372 af Runoff Depth=5.87" Tc=6.0 min CN=95 43.43 cfs PROPOSED CONDITIONS HYDROCAD REPORT Page 13 of 22 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 6/7/2022Prepared by Kimley-Horn & Associates Page 13HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: PROPOSED B Runoff = 7.55 cfs @ 11.95 hrs, Volume= 0.404 af, Depth= 5.99" Routed to Pond 11P : R TANK DETENTION Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Area (ac) CN Description * 0.810 96 Matches Value From Spreadsheet 0.810 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Value Subcatchment 4S: PROPOSED B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Runoff Area=0.810 ac Runoff Volume=0.404 af Runoff Depth=5.99" Tc=5.0 min CN=96 7.55 cfs PROPOSED CONDITIONS HYDROCAD REPORT Page 14 of 22 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 6/7/2022Prepared by Kimley-Horn & Associates Page 14HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: EXISTING A Runoff = 17.44 cfs @ 11.95 hrs, Volume= 0.933 af, Depth= 5.99" Routed to Link 14L : EXISTING SUMMATION Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Area (ac) CN Description * 1.870 96 Matches Value from Spreadsheet 1.870 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Matches Value from Spreadsheet Subcatchment 9S: EXISTING A 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=1.870 ac Runoff Volume=0.933 af Runoff Depth=5.99" Tc=5.0 min CN=96 17.44 cfs PROPOSED CONDITIONS HYDROCAD REPORT Page 15 of 22 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 6/7/2022Prepared by Kimley-Horn & Associates Page 15HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: WQv Runoff = 44.13 cfs @ 11.96 hrs, Volume= 2.514 af, Depth= 6.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Area (ac) CN Description * 4.850 98 Matches Value From Spreadsheet 4.850 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Assumed Value Subcatchment 12S: WQv Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Runoff Area=4.850 ac Runoff Volume=2.514 af Runoff Depth=6.22" Tc=6.0 min CN=98 44.13 cfs PROPOSED CONDITIONS HYDROCAD REPORT Page 16 of 22 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 6/7/2022Prepared by Kimley-Horn & Associates Page 16HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: EXISTING B Runoff = 4.05 cfs @ 11.95 hrs, Volume= 0.211 af, Depth= 5.75" Routed to Link 14L : EXISTING SUMMATION Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Area (ac) CN Description * 0.440 94 Matches Value from Spreadsheet 0.440 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Value Subcatchment 13S: EXISTING B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Runoff Area=0.440 ac Runoff Volume=0.211 af Runoff Depth=5.75" Tc=5.0 min CN=94 4.05 cfs PROPOSED CONDITIONS HYDROCAD REPORT Page 17 of 22 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 6/7/2022Prepared by Kimley-Horn & Associates Page 17HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Pond 11P: R TANK DETENTION Inflow Area = 5.660 ac, 0.00% Impervious, Inflow Depth = 5.89" for 100 Yr-24 Hr event Inflow = 50.93 cfs @ 11.96 hrs, Volume= 2.776 af Outflow = 11.66 cfs @ 12.12 hrs, Volume= 2.760 af, Atten= 77%, Lag= 9.7 min Primary = 11.66 cfs @ 12.12 hrs, Volume= 2.760 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Peak Elev= 834.84' @ 12.12 hrs Surf.Area= 0.155 ac Storage= 0.965 af Plug-Flow detention time= 58.4 min calculated for 2.760 af (99% of inflow) Center-of-Mass det. time= 54.1 min ( 811.3 - 757.2 ) Volume Invert Avail.Storage Storage Description #1A 827.14' 0.156 af 23.69'W x 285.50'L x 8.21'H Field A 1.274 af Overall - 0.885 af Embedded = 0.389 af x 40.0% Voids #2A 827.39' 0.841 af ACF R-Tank HD 5 x 1800 Inside #1 Inside= 15.7"W x 83.5"H => 8.67 sf x 2.35'L = 20.3 cf Outside= 15.7"W x 83.5"H => 9.13 sf x 2.35'L = 21.4 cf 1800 Chambers in 15 Rows 0.996 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 827.39'24.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Device 1 827.39'13.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=11.65 cfs @ 12.12 hrs HW=834.83' (Free Discharge) 1=Orifice/Grate (Passes 11.65 cfs of 38.37 cfs potential flow) 2=Orifice/Grate (Orifice Controls 11.65 cfs @ 12.64 fps) PROPOSED CONDITIONS HYDROCAD REPORT Page 18 of 22 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 6/7/2022Prepared by Kimley-Horn & Associates Page 18HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Pond 11P: R TANK DETENTION - Chamber Wizard Field A Chamber Model = ACF R-Tank HD 5 (ACF Environmental R-Tank HD) Inside= 15.7"W x 83.5"H => 8.67 sf x 2.35'L = 20.3 cf Outside= 15.7"W x 83.5"H => 9.13 sf x 2.35'L = 21.4 cf 120 Chambers/Row x 2.35' Long = 281.50' Row Length +24.0" End Stone x 2 = 285.50' Base Length 15 Rows x 15.7" Wide + 24.0" Side Stone x 2 = 23.69' Base Width 3.0" Stone Base + 83.5" Chamber Height + 12.0" Stone Cover = 8.21' Field Height 1,800 Chambers x 20.3 cf = 36,614.5 cf Chamber Storage 1,800 Chambers x 21.4 cf = 38,541.6 cf Displacement 55,484.7 cf Field - 38,541.6 cf Chambers = 16,943.1 cf Stone x 40.0% Voids = 6,777.2 cf Stone Storage Chamber Storage + Stone Storage = 43,391.7 cf = 0.996 af Overall Storage Efficiency = 78.2% Overall System Size = 285.50' x 23.69' x 8.21' 1,800 Chambers 2,055.0 cy Field 627.5 cy Stone PROPOSED CONDITIONS HYDROCAD REPORT Page 19 of 22 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 6/7/2022Prepared by Kimley-Horn & Associates Page 19HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Pond 11P: R TANK DETENTION Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=5.660 ac Peak Elev=834.84' Storage=0.965 af 50.93 cfs 11.66 cfs Pond 11P: R TANK DETENTION Primary Stage-Discharge Discharge (cfs) 1211109876543210Elevation (feet)835 834 833 832 831 830 829 828 Orifice/Grate + Orifice/Grate PROPOSED CONDITIONS HYDROCAD REPORT Page 20 of 22 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 6/7/2022Prepared by Kimley-Horn & Associates Page 20HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Pond 11P: R TANK DETENTION Storage Stage-Area-Storage Storage (acre-feet) 0.950.90.850.80.750.70.650.60.550.50.450.40.350.30.250.20.150.10.050Elevation (feet)835 834 833 832 831 830 829 828 Field A ACF R-Tank HD 5 PROPOSED CONDITIONS HYDROCAD REPORT Page 21 of 22 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 6/7/2022Prepared by Kimley-Horn & Associates Page 21HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Link 14L: EXISTING SUMMATION Inflow Area = 2.310 ac, 0.00% Impervious, Inflow Depth = 5.94" for 100 Yr-24 Hr event Inflow = 21.48 cfs @ 11.95 hrs, Volume= 1.144 af Primary = 21.48 cfs @ 11.95 hrs, Volume= 1.144 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Link 14L: EXISTING SUMMATION Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.310 ac 21.48 cfs 21.48 cfs PROPOSED CONDITIONS HYDROCAD REPORT Page 22 of 22 INTERIM C AREA = 2.11 ACRES CN = 80 Tc = 7 MIN (ASSUMED) INTERIM B AREA = 1.14 ACRES CN = 80 Tc = 7 MIN (ASSUMED) INTERIM A AREA = 1.61 ACRES CN = 90 Tc = 6.4 MIN JUNE 10, 2022 CARMEL MIDTOWN DEVELOPMENT (FORMER AT&T SITE)PROPOSED BASINS MAP INTERIM CONDITIONS 0'60'30'NORTH 16S INTERIM A 18S INTERIM B 19S INTERIM C 20P Temporary Detention 21L INTERIM SUMMATION Routing Diagram for 170291001 - ROW Detention Prepared by Kimley-Horn & Associates, Printed 6/9/2022 HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link INTERIM CONDITIONS HYDROCAD REPORT Page 1 of 23 170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 2HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 002 Yr-24 Hr Type II 24-hr Default 24.00 1 2.66 2 2 010 Yr-24 Hr Type II 24-hr Default 24.00 1 3.83 2 3 100 Yr-24 Hr Type II 24-hr Default 24.00 1 6.46 2 INTERIM CONDITIONS HYDROCAD REPORT Page 2 of 23 Type II 24-hr 002 Yr-24 Hr Rainfall=2.66"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 3HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: INTERIM A Runoff = 4.56 cfs @ 11.97 hrs, Volume= 0.225 af, Depth= 1.67" Routed to Pond 20P : Temporary Detention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Type II 24-hr 002 Yr-24 Hr Rainfall=2.66" Area (ac) CN Description * 1.610 90 Matches Value from Spreadsheet 1.610 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 Direct Entry, Matches Value from Spreadsheet Subcatchment 16S: INTERIM A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type II 24-hr 002 Yr-24 Hr Rainfall=2.66" Runoff Area=1.610 ac Runoff Volume=0.225 af Runoff Depth=1.67" Tc=6.4 min CN=90 4.56 cfs INTERIM CONDITIONS HYDROCAD REPORT Page 3 of 23 Type II 24-hr 002 Yr-24 Hr Rainfall=2.66"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 4HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: INTERIM B Runoff = 1.94 cfs @ 11.99 hrs, Volume= 0.095 af, Depth= 1.00" Routed to Link 21L : INTERIM SUMMATION Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Type II 24-hr 002 Yr-24 Hr Rainfall=2.66" Area (ac) CN Description * 1.140 80 Matches Value from Spreadsheet 1.140 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Assumed Value Subcatchment 18S: INTERIM B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr 002 Yr-24 Hr Rainfall=2.66" Runoff Area=1.140 ac Runoff Volume=0.095 af Runoff Depth=1.00" Tc=7.0 min CN=80 1.94 cfs INTERIM CONDITIONS HYDROCAD REPORT Page 4 of 23 Type II 24-hr 002 Yr-24 Hr Rainfall=2.66"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 5HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: INTERIM C Runoff = 3.59 cfs @ 11.99 hrs, Volume= 0.176 af, Depth= 1.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Type II 24-hr 002 Yr-24 Hr Rainfall=2.66" Area (ac) CN Description * 2.110 80 Matches Value from Spreadsheet 2.110 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Assumed Value Subcatchment 19S: INTERIM C Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type II 24-hr 002 Yr-24 Hr Rainfall=2.66" Runoff Area=2.110 ac Runoff Volume=0.176 af Runoff Depth=1.00" Tc=7.0 min CN=80 3.59 cfs INTERIM CONDITIONS HYDROCAD REPORT Page 5 of 23 Type II 24-hr 002 Yr-24 Hr Rainfall=2.66"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 6HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Pond 20P: Temporary Detention Inflow Area = 1.610 ac, 0.00% Impervious, Inflow Depth = 1.67" for 002 Yr-24 Hr event Inflow = 4.56 cfs @ 11.97 hrs, Volume= 0.225 af Outflow = 3.64 cfs @ 12.03 hrs, Volume= 0.225 af, Atten= 20%, Lag= 3.3 min Primary = 3.64 cfs @ 12.03 hrs, Volume= 0.225 af Routed to Link 21L : INTERIM SUMMATION Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Peak Elev= 832.26' @ 12.03 hrs Surf.Area= 0.047 ac Storage= 0.024 af Plug-Flow detention time= 4.3 min calculated for 0.225 af (100% of inflow) Center-of-Mass det. time= 4.3 min ( 815.9 - 811.5 ) Volume Invert Avail.Storage Storage Description #1 831.25' 0.342 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 831.25 0.001 0.000 0.000 832.00 0.034 0.013 0.013 833.00 0.083 0.059 0.072 834.00 0.134 0.109 0.180 835.00 0.189 0.162 0.342 Device Routing Invert Outlet Devices #1 Primary 831.25'15.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.60 cfs @ 12.03 hrs HW=832.25' (Free Discharge) 1=Orifice/Grate (Orifice Controls 3.60 cfs @ 3.41 fps) INTERIM CONDITIONS HYDROCAD REPORT Page 6 of 23 Type II 24-hr 002 Yr-24 Hr Rainfall=2.66"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 7HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Pond 20P: Temporary Detention Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Inflow Area=1.610 ac Peak Elev=832.26' Storage=0.024 af 4.56 cfs 3.64 cfs Pond 20P: Temporary Detention Primary Stage-Discharge Discharge (cfs) 109876543210Elevation (feet)835 834 833 832 Orifice/Grate INTERIM CONDITIONS HYDROCAD REPORT Page 7 of 23 Type II 24-hr 002 Yr-24 Hr Rainfall=2.66"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 8HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Pond 20P: Temporary Detention Surface Storage Stage-Area-Storage Storage (acre-feet) 0.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020 Surface/Horizontal/Wetted Area (acres) 0.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010 Elevation (feet)835 834 833 832 Custom Stage Data INTERIM CONDITIONS HYDROCAD REPORT Page 8 of 23 Type II 24-hr 002 Yr-24 Hr Rainfall=2.66"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 9HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Link 21L: INTERIM SUMMATION Inflow Area = 2.750 ac, 0.00% Impervious, Inflow Depth = 1.40" for 002 Yr-24 Hr event Inflow = 5.48 cfs @ 12.01 hrs, Volume= 0.320 af Primary = 5.48 cfs @ 12.01 hrs, Volume= 0.320 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Link 21L: INTERIM SUMMATION Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Inflow Area=2.750 ac 5.48 cfs 5.48 cfs INTERIM CONDITIONS HYDROCAD REPORT Page 9 of 23 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 10HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: INTERIM A Runoff = 7.33 cfs @ 11.97 hrs, Volume= 0.370 af, Depth= 2.76" Routed to Pond 20P : Temporary Detention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Area (ac) CN Description * 1.610 90 Matches Value from Spreadsheet 1.610 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 Direct Entry, Matches Value from Spreadsheet Subcatchment 16S: INTERIM A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Runoff Area=1.610 ac Runoff Volume=0.370 af Runoff Depth=2.76" Tc=6.4 min CN=90 7.33 cfs INTERIM CONDITIONS HYDROCAD REPORT Page 10 of 23 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 11HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: INTERIM B Runoff = 3.69 cfs @ 11.99 hrs, Volume= 0.181 af, Depth= 1.90" Routed to Link 21L : INTERIM SUMMATION Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Area (ac) CN Description * 1.140 80 Matches Value from Spreadsheet 1.140 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Assumed Value Subcatchment 18S: INTERIM B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Runoff Area=1.140 ac Runoff Volume=0.181 af Runoff Depth=1.90" Tc=7.0 min CN=80 3.69 cfs INTERIM CONDITIONS HYDROCAD REPORT Page 11 of 23 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 12HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: INTERIM C Runoff = 6.83 cfs @ 11.99 hrs, Volume= 0.334 af, Depth= 1.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Area (ac) CN Description * 2.110 80 Matches Value from Spreadsheet 2.110 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Assumed Value Subcatchment 19S: INTERIM C Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Runoff Area=2.110 ac Runoff Volume=0.334 af Runoff Depth=1.90" Tc=7.0 min CN=80 6.83 cfs INTERIM CONDITIONS HYDROCAD REPORT Page 12 of 23 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 13HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Pond 20P: Temporary Detention Inflow Area = 1.610 ac, 0.00% Impervious, Inflow Depth = 2.76" for 010 Yr-24 Hr event Inflow = 7.33 cfs @ 11.97 hrs, Volume= 0.370 af Outflow = 5.17 cfs @ 12.04 hrs, Volume= 0.370 af, Atten= 29%, Lag= 4.1 min Primary = 5.17 cfs @ 12.04 hrs, Volume= 0.370 af Routed to Link 21L : INTERIM SUMMATION Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Peak Elev= 832.64' @ 12.04 hrs Surf.Area= 0.065 ac Storage= 0.045 af Plug-Flow detention time= 4.6 min calculated for 0.370 af (100% of inflow) Center-of-Mass det. time= 4.6 min ( 802.0 - 797.4 ) Volume Invert Avail.Storage Storage Description #1 831.25' 0.342 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 831.25 0.001 0.000 0.000 832.00 0.034 0.013 0.013 833.00 0.083 0.059 0.072 834.00 0.134 0.109 0.180 835.00 0.189 0.162 0.342 Device Routing Invert Outlet Devices #1 Primary 831.25'15.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=5.17 cfs @ 12.04 hrs HW=832.64' (Free Discharge) 1=Orifice/Grate (Orifice Controls 5.17 cfs @ 4.22 fps) INTERIM CONDITIONS HYDROCAD REPORT Page 13 of 23 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 14HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Pond 20P: Temporary Detention Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=1.610 ac Peak Elev=832.64' Storage=0.045 af 7.33 cfs 5.17 cfs Pond 20P: Temporary Detention Primary Stage-Discharge Discharge (cfs) 109876543210Elevation (feet)835 834 833 832 Orifice/Grate INTERIM CONDITIONS HYDROCAD REPORT Page 14 of 23 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 15HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Pond 20P: Temporary Detention Surface Storage Stage-Area-Storage Storage (acre-feet) 0.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020 Surface/Horizontal/Wetted Area (acres) 0.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010 Elevation (feet)835 834 833 832 Custom Stage Data INTERIM CONDITIONS HYDROCAD REPORT Page 15 of 23 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 16HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Link 21L: INTERIM SUMMATION Inflow Area = 2.750 ac, 0.00% Impervious, Inflow Depth = 2.40" for 010 Yr-24 Hr event Inflow = 8.64 cfs @ 12.00 hrs, Volume= 0.551 af Primary = 8.64 cfs @ 12.00 hrs, Volume= 0.551 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Link 21L: INTERIM SUMMATION Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=2.750 ac 8.64 cfs 8.64 cfs INTERIM CONDITIONS HYDROCAD REPORT Page 16 of 23 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 17HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: INTERIM A Runoff = 13.51 cfs @ 11.97 hrs, Volume= 0.710 af, Depth= 5.29" Routed to Pond 20P : Temporary Detention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Area (ac) CN Description * 1.610 90 Matches Value from Spreadsheet 1.610 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 Direct Entry, Matches Value from Spreadsheet Subcatchment 16S: INTERIM A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)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=1.610 ac Runoff Volume=0.710 af Runoff Depth=5.29" Tc=6.4 min CN=90 13.51 cfs INTERIM CONDITIONS HYDROCAD REPORT Page 17 of 23 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 18HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: INTERIM B Runoff = 7.94 cfs @ 11.98 hrs, Volume= 0.399 af, Depth= 4.20" Routed to Link 21L : INTERIM SUMMATION Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Area (ac) CN Description * 1.140 80 Matches Value from Spreadsheet 1.140 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Assumed Value Subcatchment 18S: INTERIM B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Runoff Area=1.140 ac Runoff Volume=0.399 af Runoff Depth=4.20" Tc=7.0 min CN=80 7.94 cfs INTERIM CONDITIONS HYDROCAD REPORT Page 18 of 23 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 19HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: INTERIM C Runoff = 14.70 cfs @ 11.98 hrs, Volume= 0.738 af, Depth= 4.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Area (ac) CN Description * 2.110 80 Matches Value from Spreadsheet 2.110 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Assumed Value Subcatchment 19S: INTERIM C Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)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=2.110 ac Runoff Volume=0.738 af Runoff Depth=4.20" Tc=7.0 min CN=80 14.70 cfs INTERIM CONDITIONS HYDROCAD REPORT Page 19 of 23 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 20HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Pond 20P: Temporary Detention Inflow Area = 1.610 ac, 0.00% Impervious, Inflow Depth = 5.29" for 100 Yr-24 Hr event Inflow = 13.51 cfs @ 11.97 hrs, Volume= 0.710 af Outflow = 7.42 cfs @ 12.06 hrs, Volume= 0.710 af, Atten= 45%, Lag= 5.5 min Primary = 7.42 cfs @ 12.06 hrs, Volume= 0.710 af Routed to Link 21L : INTERIM SUMMATION Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Peak Elev= 833.45' @ 12.06 hrs Surf.Area= 0.106 ac Storage= 0.114 af Plug-Flow detention time= 5.9 min calculated for 0.710 af (100% of inflow) Center-of-Mass det. time= 5.8 min ( 785.2 - 779.4 ) Volume Invert Avail.Storage Storage Description #1 831.25' 0.342 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 831.25 0.001 0.000 0.000 832.00 0.034 0.013 0.013 833.00 0.083 0.059 0.072 834.00 0.134 0.109 0.180 835.00 0.189 0.162 0.342 Device Routing Invert Outlet Devices #1 Primary 831.25'15.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=7.39 cfs @ 12.06 hrs HW=833.44' (Free Discharge) 1=Orifice/Grate (Orifice Controls 7.39 cfs @ 6.03 fps) INTERIM CONDITIONS HYDROCAD REPORT Page 20 of 23 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 21HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Pond 20P: Temporary Detention Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.610 ac Peak Elev=833.45' Storage=0.114 af 13.51 cfs 7.42 cfs Pond 20P: Temporary Detention Primary Stage-Discharge Discharge (cfs) 109876543210Elevation (feet)835 834 833 832 Orifice/Grate INTERIM CONDITIONS HYDROCAD REPORT Page 21 of 23 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 22HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Pond 20P: Temporary Detention Surface Storage Stage-Area-Storage Storage (acre-feet) 0.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020 Surface/Horizontal/Wetted Area (acres) 0.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010 Elevation (feet)835 834 833 832 Custom Stage Data INTERIM CONDITIONS HYDROCAD REPORT Page 22 of 23 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 6/9/2022Prepared by Kimley-Horn & Associates Page 23HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Link 21L: INTERIM SUMMATION Inflow Area = 2.750 ac, 0.00% Impervious, Inflow Depth = 4.84" for 100 Yr-24 Hr event Inflow = 14.89 cfs @ 11.99 hrs, Volume= 1.109 af Primary = 14.89 cfs @ 11.99 hrs, Volume= 1.109 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Link 21L: INTERIM SUMMATION Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.750 ac 14.89 cfs 14.89 cfs INTERIM CONDITIONS HYDROCAD REPORT Page 23 of 23 PROJECT: BY: DATE: Hydrologic Group % A 0.0% B 0.0% C 12.0% D 88.0% Total 100.0% Soil Group Weighted Runoff Coefficient C Actual Soil Group Next Less Impervious Soil Group Undeveloped Meadow -0.25 77 78 Fully Developed Open Space Good Condition (>75% Cover)0.30 79 80 Fully Developed Impervious Paved 0.85 98 98 Fully Developed Impervious Rooftop 0.90 98 98 Water Pond or Lake -1.00 100 100 Water Pond or Lake -1.00 100 100 Weighted CN Weighted CN Meadow Open Space - Good Condition (>75% Cover)Impervious - Paved Impervious - Rooftop Pond or Lake Water - Pond or Lake Total Actual Soil Group Next Less Impervious Soil Group PROPOSED A (85% IMPERVIOUS ASSUMED) 0.00 0.73 1.11 3.01 0.00 0.00 4.85 0.80 95 95 PROPOSED B 0.00 0.10 0.71 0.00 0.00 0.00 0.81 0.78 96 96 INTERIM A 0.00 0.72 0.53 0.35 0.00 0.00 1.61 0.61 89 90 INTERIM B 0.00 1.14 0.00 0.00 0.00 0.00 1.14 0.30 79 80 INTERIM C 0.00 2.11 0.00 0.00 0.00 0.00 2.11 0.30 79 80 Carmel Midtown Connor Strege 10-Jun-22 Site Soil Soil Group Weighted CN Basin Area (ac) Weighted C Cover Type Condition 09/18/2020 Page 19 170291001 – Carmel Midtown Development Appendix D: Proposed Storm Sewer Design June 9, 2022 CARMEL MIDTOWN DEVELOPMENT STORM BASINS MAP 0'40'20'NORTH PROJECT: BY: DATE: Hydrologic Group % A 0.0% B 0.0% C 12.0% D 88.0% Total 100.0% Soil Group Weighted Runoff Coefficient C Actual Soil Group Next Less Impervious Soil Group Undeveloped Meadow -0.25 77 78 Fully Developed Open Space Good Condition (>75% Cover)0.30 79 80 Fully Developed Impervious Paved 0.85 98 98 Fully Developed Impervious Rooftop 0.90 98 98 Water Pond or Lake -1.00 100 100 Water Pond or Lake -1.00 100 100 Weighted CN Weighted CN Meadow Open Space - Good Condition (>75% Cover)Impervious - Paved Impervious - Rooftop Pond or Lake Water - Pond or Lake Total Actual Soil Group Next Less Impervious Soil Group D108 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- D107 0.00 0.03 0.20 0.00 0.00 0.00 0.23 0.77 95 96 D106 0.00 0.03 0.03 0.03 0.00 0.00 0.09 0.66 91 91 D105 0.00 0.04 0.04 0.01 0.00 0.00 0.09 0.61 89 90 D104 0.00 0.07 0.05 0.00 0.00 0.00 0.12 0.54 87 88 D103 0.00 0.10 0.05 0.05 0.00 0.00 0.19 0.58 88 89 D102 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- DIRECT TO D108 0.00 0.17 0.17 0.14 0.00 0.00 0.49 0.67 91 92 DIRECT TO D107 0.00 0.03 0.00 0.05 0.00 0.00 0.08 0.67 91 91 DIRECT TO D103 0.00 0.05 0.03 0.03 0.00 0.00 0.11 0.60 89 89 Carmel Midtown Connor Strege 10-Jun-22 Site Soil Soil Group Weighted CN Basin Area (ac) Weighted C Cover Type Condition 09/18/2020 Page 19 200-6 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 PROJECT: BY: DATE: Entity: 10-Year 100-Year Invert Drop 0.1 5 (dc+D)/2 10-Year - 50% CASTING SEWER HGL CASTING SEWER HGL AREA AREA 10-Year 10-Year 100-Year 10-Year 10-Year 100-Year U.S.D.S.U.S.D.S. (ft)(deg)(acres)(acres)(min)(min)(in/hr)(in/hr)(in/hr)(cfs)(cfs)(cfs)(in)(%)(cfs)(ft/sec)(ft/sec)(ft/sec)(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft.)(ft.) D108 D105 74.79 RCP Unpaved - >90 NO - 0.00 0.67 0.49 5.00 - 0.33 0.33 5.00 6.12 6.12 9.12 - 2.01 2.99 15 0.25 0.013 3.23 2.63 2.77 2.99 838.545 836.950 832.504 832.317 -TYPE ''C'' MANHOLE R-1772 - - 0.00 834.28 833.75 D107 D106 109.05 RCP Paved - >90 NO 0.77 0.23 0.67 0.08 5.00 0.18 0.23 0.23 5.00 6.12 6.12 9.12 1.09 1.42 2.11 12 0.31 0.013 1.98 2.53 2.74 2.69 836.155 837.350 832.961 832.623 -TYPE ''A'' INLET R-3472 0.12 0.22 0.22 834.79 833.96 D106 D105 59.00 RCP Unpaved - 180 NO 0.66 0.09 - - 5.00 0.06 0.06 0.29 5.72 6.12 5.99 8.93 0.36 1.74 2.60 12 0.35 0.013 2.11 2.68 3.00 3.31 837.350 836.950 832.523 832.317 -TYPE ''A'' INLET R-4342 0.01 0.13 0.13 834.26 833.52 D105 D102 52.96 RCP Unpaved - <90 NO 0.61 0.09 - - 5.00 0.05 0.05 0.67 6.09 6.12 5.92 8.83 0.33 3.99 5.95 18 0.20 0.013 4.70 2.66 2.98 3.37 836.950 837.260 832.217 832.111 -TYPE ''C'' MANHOLE R-4342 0.00 0.12 0.12 833.92 833.72 D104 D103 58.26 RCP Unpaved - 180 NO 0.54 0.12 - - 5.00 0.06 0.06 0.06 5.00 6.12 6.12 9.12 0.39 0.39 0.59 12 0.35 0.013 2.11 2.68 2.05 2.30 836.000 835.500 832.513 832.309 -TYPE ''A'' INLET R-4342 0.01 0.13 0.13 834.16 833.51 D103 D102 28.04 RCP Unpaved - >90 NO 0.58 0.19 0.60 0.11 5.00 0.11 0.18 0.24 5.36 6.12 6.05 9.02 0.68 1.46 2.17 12 0.35 0.013 2.11 2.68 2.90 2.77 835.500 837.260 832.209 832.111 -TYPE ''A'' INLET R-4342 0.02 0.19 0.19 833.86 833.21 D102 D101 17.31 RCP Paved - >90 NO - 0.00 - - 5.00 - - 0.91 6.42 6.12 5.86 8.74 - 5.36 7.99 18 0.35 0.013 6.21 3.52 3.96 4.52 837.260 - 832.011 831.950 -TYPE ''C'' MANHOLE R-1772 - - 0.00 833.74 833.51 RATIONAL METHOD STORM SEWER DESIGN HGL CALCULATIONS STREET INLET? VELOCITY HGL FLOW VELOCITY U.S. HGL ELEV. U.S. STR. CROWN INTENSITYc*A PONDING DEPTH CASTING INLET CUMULATIVE STRUCTURE TYPE CASTING TYPE FULL PIPE CAPACITY FLOW VELOCITY PIPE SIZE PIPE SLOPE MANNING'S N FLOWCUMULATIVE Tc STORM SEWER FREQUENCY CASTING Carmel Midtown Connor Strege 10-Jun-22 City of Carmel STORM CASTING DESIGN REQUIREMENTS HYDRAULIC GRADELINE FREQUENCY INVERT CONNECTIVITY OUTLET DEFLECTION ANGLE c MAX INLET DEPTH STORM CASTING DESIGN REQUIREMENTS CASTING CAPACITY FREQUENCY MAXIMUM HEAD (ft) CLOGGING (%) INVERT DROP DRAINAGE AREAUPSTREAM STRUCTURE DOWNSTREAM STRUCTURE PIPE LENGTH c Tc HGL STARTING ELEVATION DIRECT TO INLET PIPE MATERIAL PAVEMENT CONDITION CURB CONDITION RIM ELEV.ELEV.FULL FLOW INVERT ADDT. DROP ORIFICE FLOW DEPTH WEIR FLOW DEPTH CASTING CAPACITYSTRUCTURE DATA 170291001 – Carmel Midtown Development Appendix E: Stormwater Quality Design Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 6/7/2022Prepared by Kimley-Horn & Associates Page 17HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Pond 11P: R TANK DETENTION Inflow Area = 5.660 ac, 0.00% Impervious, Inflow Depth = 5.89" for 100 Yr-24 Hr event Inflow = 50.93 cfs @ 11.96 hrs, Volume= 2.776 af Outflow = 11.66 cfs @ 12.12 hrs, Volume= 2.760 af, Atten= 77%, Lag= 9.7 min Primary = 11.66 cfs @ 12.12 hrs, Volume= 2.760 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Peak Elev= 834.84' @ 12.12 hrs Surf.Area= 0.155 ac Storage= 0.965 af Plug-Flow detention time= 58.4 min calculated for 2.760 af (99% of inflow) Center-of-Mass det. time= 54.1 min ( 811.3 - 757.2 ) Volume Invert Avail.Storage Storage Description #1A 827.14' 0.156 af 23.69'W x 285.50'L x 8.21'H Field A 1.274 af Overall - 0.885 af Embedded = 0.389 af x 40.0% Voids #2A 827.39' 0.841 af ACF R-Tank HD 5 x 1800 Inside #1 Inside= 15.7"W x 83.5"H => 8.67 sf x 2.35'L = 20.3 cf Outside= 15.7"W x 83.5"H => 9.13 sf x 2.35'L = 21.4 cf 1800 Chambers in 15 Rows 0.996 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 827.39'24.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Device 1 827.39'13.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=11.65 cfs @ 12.12 hrs HW=834.83' (Free Discharge) 1=Orifice/Grate (Passes 11.65 cfs of 38.37 cfs potential flow) 2=Orifice/Grate (Orifice Controls 11.65 cfs @ 12.64 fps) City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 05/10/2022 Version 22 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 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 Capacity 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, LLC 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-3 1.02 2.27 9 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 Plan View SCALE 1:50 Elevation View SCALE 1:50 Projected View SCALE 1:80 2733 Kanasita Drive, Suite 111, Chattanooga, TN 37343 Phone (888) 344-9044 Fax (423) 826-2112 www.aquashieldinc.com Structure #: Drawn By: Scale: Date: OFlores Rvwed Rvw. Date U.S. Patent No. 6524473 and other Patent Pending Aqua-SwirlŠ XCelerator Standard Detail As Shown 2/25/2021 el. Varies Inlet/Outlet Invert el. Varies el. Varies Grade (Rim) el. Varies XC-8 CCW XC-8 STD Aqua-SwirlŠ Polymer Coated Steel (PCS) Stormwater Treatment System 12 in [305 mm] Manhole Frame & Cover Detail For Non-Traffic Areas Only NTS 48 in [1219 mm] Min. Gravel Backfill Concrete Wrap Compressible Expansion Joint Material to a minimum 1/2-inch [13 mm] thickness around top of riser to allow transfer of inadvertent loading from manhole cover to concrete slab. Riser Soil Cover Frame 1/2 in [13 mm] 1/2 in [13 mm] 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. Backfill (90% Proctor Density) 8 in [203 mm] 4 1/2 in [114 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. Manhole Frame & Cover Detail For Traffic Loading Areas NTS Cover Frame 48 in [1219 mm] Min. Backfill (90% Proctor Density) 3,000 psi [20 MPa] (min) Concrete #4 [13 mm] Rebar @ 6 in [152 mm] Each Way 30 in [762 mm] Riser 1/2 in [13 mm] 4 1/2 in [114 mm] 14 in [356 mm] 1/2 in [13 mm] Thick Expansion Joint Material 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 1/2-inch [13 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. Please see accompanied Aqua-SwirlŠ specification notes. See Site Plan for actual System orientation. Approximate dry (pick) weight: 5000 lbs [2300 kg]. 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) 1 1 As an alternative, 42 in [1067 mm] diameter, HS-20/25 rated precast concrete rings may be substituted. 14 in [356 mm] thickness must be maintained. XC-8 inlet/outlet pipe size ranges up to 48 in [1219 mm]. XC-8 chamber height may vary up to 173 in [4394 mm], depending on inlet/outlet pipe size. Orientation may vary from a minimum of 90ƒ to a maximum of 180ƒ. Clockwise or counterclockwise orientation as needed. 2 3 3 2 114 in [2896 mm] 114 in [2896 mm] P48 in [P1219 mm] 2 Octagonal Base Plate P102 in [P2595 mm] 173 in [4394 mm] Varies Varies 5 [127 mm] MH Frame P30 in [P762 mm] Band Coupler by Manufacturer. (as needed)Riser Manhole Frame and Cover by Manufacturer. (See Details) Rim elevations to match finish grade. 101 in [2565 mm] Pipe coupling by Contractor. 12 in [305 mm] long Stub-out by Manufacturer. Pipe coupling by Contractor. 12 in [305 mm] long Stub-out by Manufacturer. 4 4 P102 in [P2591 mm] Optional inlet orientations available (See note 4) P48 in [P1219 mm] Lifting Lugs Backfill Bedding Undisturbed soil 18 in [457 mm] 6 in [152 mm] Lifting Lugs 180ƒ