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Home My WebLink AboutDrainage Report170291001 – Carmel Midtown Development Carmel Midtown Development (Former AT&T Site) – Parcel A Overall Development Master Plan 400 Industrial Drive Carmel, IN 46032 Drainage Report Original: October 07, 2022 Revised: February 20, 2023 Prepared For: Buckingham Companies 941 N. Meridian Street, Indianapolis, IN 46204 Indianapolis, IN 46220 Prepared By: Kimley-Horn and Associates, Inc. Mike Timko, PE 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 – Parcel A 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 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 Buckingham Companies to provide civil engineering services for the Carmel Midtown Development Parcel A 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 ±427,070 GSF multifamily building, parking garage, live/work units, and townhomes, in addition to 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 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 3 rd 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 south. The portion of the site that discharges east is collected by existing storm sewer infrastructure located within 3 rd Avenue SW. The portion of the site that discharges south 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 South 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 10- 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, in addition to the Detention Design Summary (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 (Detained) 8.12 cfs 11.44 cfs Allowable Discharge 8.38 cfs 12.45 cfs Proposed and Allowable Release Rates (Entering Industrial Drive) 010-year 100-year Peak Proposed Discharge (Direct Release) 0.49 cfs 0.95 cfs Allowable Discharge 10.42 cfs 15.27 cfs Proposed Release Rates (Overall Site) 010-year 100-year Peak Proposed Discharge 8.35 cfs 11.75 cfs Proposed Detention Summary (ACF R-TANK) Base Inv. 828.06 Tank Inv. 828.31 10-Yr HWEL 832.20 Top of Tank 835.27 100-Yr HWEL 835.50 Emergency Overflow (within Outlet Control Structure) 835.50 Geogrid/Top of Storage 836.27 90% Drawdown Time 15 hours Storage Required 0.948 ac-ft Storage Provided 0.996 ac-ft WQv (D6) 1.11 cfs WQv (D11) 2.03 cfs WQv (D93) 3.14 cfs Modular Unit Size 28.15” L x 15.75” W x 83.46” H 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. Site runoff, except for the roof of the Parcel A building, shall be treated by a hydrodynamic separator prior to underground detention equipped with a Maintenance Row. A third hydrodynamic separator has been placed downstream of the detention that is sized to treat the water quality volume resulting from the proposed Parcel A roof area. Refer to Appendix E for Stormwater Quality Calculations. 170291001 – Carmel Midtown Development 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 NOVEMBER 23, 2022 CARMEL MIDTOWN DEVELOPMENT (FORMER AT&T SITE)EXISTING BASINS MAP 0'60'30'NORTH0'60'30'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 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 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 170291001 – Carmel Midtown Development Appendix C: Proposed Basin Conditions PROPOSED A AREA = 2.64 ACRES CN = 96 Tc = 6.3 MIN PROPOSED E AREA = 0.81 ACRES CN = 96 Tc = 5 MIN PROPOSED D AREA = 1.10 ACRES CN = 95 (85% IMPERVIOUS ASSUMED) Tc = 6.3 MIN PROPOSED B AREA = 0.99 ACRES CN = 96 Tc = 5.8 MIN PROPOSED C AREA = 0.12 ACRES CN = 87 Tc = 5 MIN NOVEMBER 23, 2022 CARMEL MIDTOWN DEVELOPMENT (FORMER AT&T SITE)PROPOSED BASINS MAP 0'60'30'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 PROPOSED A 0.00 0.28 0.21 2.15 0.00 0.00 2.64 0.83 96 96 PROPOSED B 0.00 0.08 0.29 0.61 0.00 0.00 0.99 0.83 96 96 PROPOSED C 0.00 0.07 0.04 0.00 0.00 0.00 0.12 0.51 86 87 PROPOSED D (85% IMPERVIOUS ASSUMED) 0.00 0.16 0.93 0.00 0.00 0.00 1.10 0.77 95 95 PROPOSED E 0.00 0.10 0.71 0.00 0.00 0.00 0.81 0.78 96 96 Carmel Midtown Connor Strege 23-Nov-22 Site Soil Soil Group Weighted CN Basin Area (ac) Weighted C Cover Type Condition 09/18/2020 Page 19 3S PROPOSED A 4S PROPOSED B 22S PROPOSED C 23S PROPOSED D 24S PROPOSED E 11P R TANK DETENTION 15L PROPOSED SUMMATION Routing Diagram for 170291001 - ROW Detention Prepared by Kimley-Horn & Associates, Printed 1/11/2023 HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link PROPOSED CONDITIONS HYDROCAD REPORT Page 1 of 26 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 1/11/2023Prepared by Kimley-Horn & Associates Page 3HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: PROPOSED A Runoff = 13.68 cfs @ 11.97 hrs, Volume= 0.742 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 * 2.640 96 Matches Value From Spreadsheet 2.640 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 Direct Entry, Matches Value from Spreadsheet Subcatchment 3S: PROPOSED 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 010 Yr-24 Hr Rainfall=3.83" Runoff Area=2.640 ac Runoff Volume=0.742 af Runoff Depth=3.37" Tc=6.3 min CN=96 13.68 cfs PROPOSED CONDITIONS HYDROCAD REPORT Page 2 of 26 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 1/11/2023Prepared by Kimley-Horn & Associates Page 4HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: PROPOSED B Runoff = 5.23 cfs @ 11.96 hrs, Volume= 0.278 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 * 0.990 96 Matches Value From Spreadsheet 0.990 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.8 Direct Entry, Matches Value from Spreadsheet Subcatchment 4S: PROPOSED B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Runoff Area=0.990 ac Runoff Volume=0.278 af Runoff Depth=3.37" Tc=5.8 min CN=96 5.23 cfs PROPOSED CONDITIONS HYDROCAD REPORT Page 3 of 26 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 1/11/2023Prepared by Kimley-Horn & Associates Page 5HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 22S: PROPOSED C Runoff = 0.49 cfs @ 11.98 hrs, Volume= 0.025 af, Depth= 2.48" Routed to Link 15L : PROPOSED 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 * 0.120 87 Matches Value from Spreadsheet 0.120 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.1 Direct Entry, 5 MIN + 310 LF OF PIPE @ 2.5 FPS Subcatchment 22S: PROPOSED C Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Runoff Area=0.120 ac Runoff Volume=0.025 af Runoff Depth=2.48" Tc=7.1 min CN=87 0.49 cfs PROPOSED CONDITIONS HYDROCAD REPORT Page 4 of 26 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 1/11/2023Prepared by Kimley-Horn & Associates Page 6HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: PROPOSED D Runoff = 5.61 cfs @ 11.97 hrs, Volume= 0.299 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 * 1.100 95 85% IMPERVIOUS ASSUMED 1.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 Direct Entry, Matches Value from Spreadsheet Subcatchment 23S: PROPOSED D Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Runoff Area=1.100 ac Runoff Volume=0.299 af Runoff Depth=3.26" Tc=6.3 min CN=95 5.61 cfs PROPOSED CONDITIONS HYDROCAD REPORT Page 5 of 26 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 1/11/2023Prepared by Kimley-Horn & Associates Page 7HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 24S: PROPOSED E 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, Subcatchment 24S: PROPOSED E 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 6 of 26 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 1/11/2023Prepared by Kimley-Horn & Associates Page 8HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Pond 11P: R TANK DETENTION Inflow Area = 5.540 ac, 0.00% Impervious, Inflow Depth = 3.35" for 010 Yr-24 Hr event Inflow = 28.86 cfs @ 11.96 hrs, Volume= 1.547 af Outflow = 8.12 cfs @ 12.11 hrs, Volume= 1.531 af, Atten= 72%, Lag= 8.6 min Primary = 8.12 cfs @ 12.11 hrs, Volume= 1.531 af Routed to Link 15L : PROPOSED SUMMATION Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Peak Elev= 832.20' @ 12.11 hrs Surf.Area= 0.155 ac Storage= 0.529 af Plug-Flow detention time= 64.7 min calculated for 1.531 af (99% of inflow) Center-of-Mass det. time= 57.7 min ( 824.5 - 766.8 ) Volume Invert Avail.Storage Storage Description #1A 828.06' 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 828.31' 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 828.31'24.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Device 1 828.31'13.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=8.11 cfs @ 12.11 hrs HW=832.19' (Free Discharge) 1=Orifice/Grate (Passes 8.11 cfs of 25.68 cfs potential flow) 2=Orifice/Grate (Orifice Controls 8.11 cfs @ 8.80 fps) PROPOSED CONDITIONS HYDROCAD REPORT Page 7 of 26 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 1/11/2023Prepared by Kimley-Horn & Associates Page 9HydroCAD® 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 8 of 26 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 1/11/2023Prepared by Kimley-Horn & Associates Page 10HydroCAD® 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=5.540 ac Peak Elev=832.20' Storage=0.529 af 28.86 cfs 8.12 cfs PROPOSED CONDITIONS HYDROCAD REPORT Page 9 of 26 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291001 - ROW Detention Printed 1/11/2023Prepared by Kimley-Horn & Associates Page 11HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Link 15L: PROPOSED SUMMATION Inflow Area = 5.660 ac, 0.00% Impervious, Inflow Depth = 3.30" for 010 Yr-24 Hr event Inflow = 8.35 cfs @ 12.08 hrs, Volume= 1.556 af Primary = 8.35 cfs @ 12.08 hrs, Volume= 1.556 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Link 15L: PROPOSED SUMMATION Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=5.660 ac 8.35 cfs 8.35 cfs PROPOSED CONDITIONS HYDROCAD REPORT Page 10 of 26 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 1/11/2023Prepared by Kimley-Horn & Associates Page 12HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: PROPOSED A Runoff = 23.54 cfs @ 11.97 hrs, Volume= 1.317 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 * 2.640 96 Matches Value From Spreadsheet 2.640 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 Direct Entry, Matches Value from Spreadsheet Subcatchment 3S: PROPOSED A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Runoff Area=2.640 ac Runoff Volume=1.317 af Runoff Depth=5.99" Tc=6.3 min CN=96 23.54 cfs PROPOSED CONDITIONS HYDROCAD REPORT Page 11 of 26 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 1/11/2023Prepared by Kimley-Horn & Associates Page 13HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: PROPOSED B Runoff = 8.99 cfs @ 11.96 hrs, Volume= 0.494 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 * 0.990 96 Matches Value From Spreadsheet 0.990 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.8 Direct Entry, Matches Value from Spreadsheet Subcatchment 4S: PROPOSED B 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=0.990 ac Runoff Volume=0.494 af Runoff Depth=5.99" Tc=5.8 min CN=96 8.99 cfs PROPOSED CONDITIONS HYDROCAD REPORT Page 12 of 26 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 1/11/2023Prepared by Kimley-Horn & Associates Page 14HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 22S: PROPOSED C Runoff = 0.95 cfs @ 11.98 hrs, Volume= 0.050 af, Depth= 4.96" Routed to Link 15L : PROPOSED 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 * 0.120 87 Matches Value from Spreadsheet 0.120 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.1 Direct Entry, 5 MIN + 310 LF OF PIPE @ 2.5 FPS Subcatchment 22S: PROPOSED C Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Runoff Area=0.120 ac Runoff Volume=0.050 af Runoff Depth=4.96" Tc=7.1 min CN=87 0.95 cfs PROPOSED CONDITIONS HYDROCAD REPORT Page 13 of 26 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 1/11/2023Prepared by Kimley-Horn & Associates Page 15HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: PROPOSED D Runoff = 9.74 cfs @ 11.97 hrs, Volume= 0.538 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 * 1.100 95 85% IMPERVIOUS ASSUMED 1.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 Direct Entry, Matches Value from Spreadsheet Subcatchment 23S: PROPOSED D 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=1.100 ac Runoff Volume=0.538 af Runoff Depth=5.87" Tc=6.3 min CN=95 9.74 cfs PROPOSED CONDITIONS HYDROCAD REPORT Page 14 of 26 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 1/11/2023Prepared by Kimley-Horn & Associates Page 16HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 24S: PROPOSED E 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, Subcatchment 24S: PROPOSED E 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 15 of 26 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 1/11/2023Prepared 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 = 5.540 ac, 0.00% Impervious, Inflow Depth = 5.96" for 100 Yr-24 Hr event Inflow = 49.73 cfs @ 11.96 hrs, Volume= 2.753 af Outflow = 11.44 cfs @ 12.13 hrs, Volume= 2.737 af, Atten= 77%, Lag= 9.8 min Primary = 11.44 cfs @ 12.13 hrs, Volume= 2.737 af Routed to Link 15L : PROPOSED SUMMATION Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Peak Elev= 835.50' @ 12.13 hrs Surf.Area= 0.155 ac Storage= 0.948 af Plug-Flow detention time= 57.5 min calculated for 2.736 af (99% of inflow) Center-of-Mass det. time= 54.2 min ( 808.0 - 753.8 ) Volume Invert Avail.Storage Storage Description #1A 828.06' 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 828.31' 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 828.31'24.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Device 1 828.31'13.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=11.42 cfs @ 12.13 hrs HW=835.48' (Free Discharge) 1=Orifice/Grate (Passes 11.42 cfs of 37.56 cfs potential flow) 2=Orifice/Grate (Orifice Controls 11.42 cfs @ 12.39 fps) PROPOSED CONDITIONS HYDROCAD REPORT Page 16 of 26 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 1/11/2023Prepared 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 17 of 26 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 1/11/2023Prepared 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=5.540 ac Peak Elev=835.50' Storage=0.948 af 49.73 cfs 11.44 cfs PROPOSED CONDITIONS HYDROCAD REPORT Page 18 of 26 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 1/11/2023Prepared by Kimley-Horn & Associates Page 20HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Link 15L: PROPOSED SUMMATION Inflow Area = 5.660 ac, 0.00% Impervious, Inflow Depth = 5.91" for 100 Yr-24 Hr event Inflow = 11.75 cfs @ 12.09 hrs, Volume= 2.787 af Primary = 11.75 cfs @ 12.09 hrs, Volume= 2.787 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Link 15L: PROPOSED SUMMATION Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.660 ac 11.75 cfs 11.75 cfs PROPOSED CONDITIONS HYDROCAD REPORT Page 19 of 26 Multi-Event Tables170291001 - ROW Detention Printed 1/11/2023Prepared by Kimley-Horn & Associates Page 21HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Events for Subcatchment 3S: PROPOSED A Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 010 Yr-24 Hr 3.83 13.68 0.742 3.37 100 Yr-24 Hr 6.46 23.54 1.317 5.99 PROPOSED CONDITIONS HYDROCAD REPORT Page 20 of 26 Multi-Event Tables170291001 - ROW Detention Printed 1/11/2023Prepared by Kimley-Horn & Associates Page 22HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Events for Subcatchment 4S: PROPOSED B Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 010 Yr-24 Hr 3.83 5.23 0.278 3.37 100 Yr-24 Hr 6.46 8.99 0.494 5.99 PROPOSED CONDITIONS HYDROCAD REPORT Page 21 of 26 Multi-Event Tables170291001 - ROW Detention Printed 1/11/2023Prepared by Kimley-Horn & Associates Page 23HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Events for Subcatchment 22S: PROPOSED C Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 010 Yr-24 Hr 3.83 0.49 0.025 2.48 100 Yr-24 Hr 6.46 0.95 0.050 4.96 PROPOSED CONDITIONS HYDROCAD REPORT Page 22 of 26 Multi-Event Tables170291001 - ROW Detention Printed 1/11/2023Prepared by Kimley-Horn & Associates Page 24HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Events for Subcatchment 23S: PROPOSED D Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 010 Yr-24 Hr 3.83 5.61 0.299 3.26 100 Yr-24 Hr 6.46 9.74 0.538 5.87 PROPOSED CONDITIONS HYDROCAD REPORT Page 23 of 26 Multi-Event Tables170291001 - ROW Detention Printed 1/11/2023Prepared by Kimley-Horn & Associates Page 25HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Events for Subcatchment 24S: PROPOSED E Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 010 Yr-24 Hr 3.83 4.39 0.228 3.37 100 Yr-24 Hr 6.46 7.55 0.404 5.99 PROPOSED CONDITIONS HYDROCAD REPORT Page 24 of 26 Multi-Event Tables170291001 - ROW Detention Printed 1/11/2023Prepared by Kimley-Horn & Associates Page 26HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Events for Pond 11P: R TANK DETENTION Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (acre-feet) 010 Yr-24 Hr 28.86 8.12 832.20 0.529 100 Yr-24 Hr 49.73 11.44 835.50 0.948 PROPOSED CONDITIONS HYDROCAD REPORT Page 25 of 26 Multi-Event Tables170291001 - ROW Detention Printed 1/11/2023Prepared by Kimley-Horn & Associates Page 27HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Events for Link 15L: PROPOSED SUMMATION Event Inflow (cfs) Primary (cfs) Elevation (feet) 010 Yr-24 Hr 8.35 8.35 0.00 100 Yr-24 Hr 11.75 11.75 0.00 PROPOSED CONDITIONS HYDROCAD REPORT Page 26 of 26 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 11/23/2022Prepared by Kimley-Horn & Associates HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Hydrograph for Pond 11P: R TANK DETENTION Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Primary (cfs) Outflow-Volume (acre-feet) 0.00 0.00 0.000 829.47 0.00 0.000 2.00 0.08 0.002 829.51 0.00 0.000 4.00 0.28 0.031 829.84 0.07 0.002 6.00 0.47 0.055 830.02 0.39 0.040 8.00 0.66 0.066 830.10 0.61 0.124 10.00 1.27 0.085 830.25 1.10 0.263 12.00 45.45 0.798 835.64 10.30 0.713 14.00 1.39 0.187 831.02 3.87 2.027 16.00 0.85 0.081 830.21 0.98 2.311 18.00 0.65 0.070 830.13 0.70 2.444 20.00 0.48 0.062 830.07 0.52 2.546 22.00 0.43 0.058 830.04 0.44 2.624 24.00 0.40 0.056 830.03 0.41 2.694 26.00 0.00 0.030 829.83 0.07 2.722 28.00 0.00 0.024 829.79 0.02 2.728 30.00 0.00 0.021 829.76 0.02 2.732 32.00 0.00 0.019 829.75 0.01 2.734 34.00 0.00 0.018 829.74 0.01 2.735 36.00 0.00 0.017 829.73 0.00 2.736 38.00 0.00 0.016 829.73 0.00 2.736 40.00 0.00 0.016 829.72 0.00 2.737 42.00 0.00 0.016 829.72 0.00 2.737 44.00 0.00 0.016 829.72 0.00 2.737 46.00 0.00 0.016 829.72 0.00 2.737 48.00 0.00 0.016 829.72 0.00 2.737 50.00 0.00 0.016 829.72 0.00 2.737 52.00 0.00 0.016 829.72 0.00 2.737 54.00 0.00 0.016 829.72 0.00 2.737 56.00 0.00 0.016 829.72 0.00 2.737 58.00 0.00 0.016 829.72 0.00 2.737 60.00 0.00 0.016 829.72 0.00 2.737 62.00 0.00 0.016 829.72 0.00 2.737 64.00 0.00 0.016 829.72 0.00 2.737 66.00 0.00 0.016 829.72 0.00 2.737 68.00 0.00 0.016 829.72 0.00 2.737 70.00 0.00 0.016 829.72 0.00 2.737 72.00 0.00 0.016 829.72 0.00 2.737 ±100% of storage available at t = 36 hours. Minimum 90% storage of original detention capacity is restored within 48 hours from start of design 100-Year storm. Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291001 - ROW Detention Printed 1/11/2023Prepared by Kimley-Horn & Associates HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Hydrograph for Pond 11P: R TANK DETENTION (continued) Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Primary (cfs) 10.40 1.58 0.092 828.89 1.31 10.60 1.76 0.097 828.93 1.45 10.80 2.04 0.103 828.97 1.64 11.00 2.32 0.110 829.03 1.86 11.20 2.82 0.119 829.09 2.15 11.40 3.49 0.132 829.19 2.57 11.60 5.91 0.153 829.35 3.15 11.80 21.75 0.303 830.49 5.68 12.00 45.45 0.798 834.23 10.30 12.20 6.91 0.931 835.24 11.22 12.40 4.69 0.843 834.57 10.62 12.60 3.20 0.738 833.78 9.85 12.80 2.73 0.630 832.97 9.00 13.00 2.36 0.531 832.21 8.14 13.20 2.08 0.440 831.52 7.26 13.40 1.88 0.360 830.92 6.38 13.60 1.68 0.291 830.40 5.52 13.80 1.54 0.234 829.96 4.67 14.00 1.39 0.187 829.61 3.87 14.20 1.30 0.152 829.34 3.12 14.40 1.25 0.127 829.16 2.42 14.60 1.20 0.112 829.04 1.92 14.80 1.15 0.102 828.97 1.61 15.00 1.10 0.096 828.92 1.42 15.20 1.05 0.091 828.88 1.28 15.40 1.00 0.088 828.86 1.18 15.60 0.95 0.085 828.84 1.11 15.80 0.90 0.083 828.82 1.04 16.00 0.85 0.081 828.80 0.98 16.20 0.82 0.079 828.79 0.92 16.40 0.80 0.077 828.78 0.88 16.60 0.78 0.076 828.77 0.85 16.80 0.76 0.075 828.76 0.82 17.00 0.74 0.074 828.75 0.80 17.20 0.73 0.073 828.74 0.78 17.40 0.71 0.072 828.74 0.76 17.60 0.69 0.071 828.73 0.74 17.80 0.67 0.070 828.73 0.72 18.00 0.65 0.070 828.72 0.70 18.20 0.64 0.069 828.71 0.68 18.40 0.62 0.068 828.71 0.67 18.60 0.60 0.067 828.70 0.65 18.80 0.58 0.067 828.70 0.63 19.00 0.57 0.066 828.69 0.61 19.20 0.55 0.065 828.69 0.60 19.40 0.53 0.064 828.68 0.58 19.60 0.51 0.063 828.67 0.56 19.80 0.49 0.063 828.67 0.54 20.00 0.48 0.062 828.66 0.52 20.20 0.47 0.061 828.65 0.51 20.40 0.46 0.060 828.65 0.49 20.60 0.46 0.060 828.65 0.48 0.996 acre-ft * 0.10 = 0.010 ac-ft Storage less than 0.010 ac-ft at t = 15 hours 170291001 – Carmel Midtown Development Appendix D: Proposed Storm Sewer Design January 11, 2023 CARMEL MIDTOWN DEVELOPMENT (FORMER AT&T SITE)STORM BASINS MAP 0'60'30'NORTH PROJECT: BY: DATE: Hydrologic Group % A 0.0% B 0.0% C 12.0% D 88.0% Total 100.0% 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 D17 0.00 0.00 0.12 0.00 0.00 0.00 0.12 0.85 98 98 D16 0.00 0.00 0.17 0.00 0.00 0.00 0.17 0.85 98 98 D15 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.85 98 98 D14 0.00 0.00 0.11 0.00 0.00 0.00 0.11 0.85 98 98 D13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- D12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- D11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- DIRECT TO D13 0.00 0.00 0.74 0.00 0.00 0.00 0.74 0.85 98 98 D9 0.00 0.00 0.07 0.00 0.00 0.00 0.07 0.85 98 98 D8 0.00 0.00 0.05 0.00 0.00 0.00 0.05 0.85 98 98 D7 0.00 0.00 0.07 0.00 0.00 0.00 0.07 0.85 98 98 DIRECT TO D9 0.00 0.00 0.00 0.23 0.00 0.00 0.23 0.90 98 98 DIRECT TO D8 0.00 0.00 0.00 0.19 0.00 0.00 0.19 0.90 98 98 DIRECT TO D7 0.00 0.00 0.00 0.19 0.00 0.00 0.19 0.90 98 98 Carmel Midtown Connor Strege 7-Oct-22 Site Soil Basin Area (ac) Weighted C 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 10-Year Invert Drop 0.1 5 (dc+D)/2 10-Year - 50% CASTING SEWER HGL CASTING SEWER HGL AREA AREA 10-Year 10-Year 10-Year 10-Year 10-Year 10-Year U.S. D.S. U.S. D.S. (ft) (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.) D17 D16 43.27 RCP 0.85 0.12 - - 5.00 0.10 0.10 0.10 5.00 6.12 6.12 6.12 0.62 0.62 0.62 12 0.35 0.013 2.11 2.68 2.34 2.34 836.000 835.500 831.967 831.815 -TYPE ''A'' INLET R-4342 0.02 0.18 0.18 833.72 832.97 D16 D12 43.63 RCP 0.85 0.17 - - 5.00 0.14 0.14 0.25 5.27 6.12 6.07 6.07 0.88 1.50 1.50 12 0.35 0.013 2.11 2.68 2.91 2.91 835.500 837.260 831.715 831.563 -TYPE ''A'' INLET R-4342 0.03 0.22 0.22 833.47 832.72 D15 D14 109.05 RCP 0.85 0.48 - - 5.00 0.41 0.41 0.41 5.00 6.12 6.12 6.12 2.50 2.50 2.50 15 0.30 0.013 3.54 2.88 3.12 3.12 837.100 837.350 832.546 832.219 - TYPE "J" INLET R-3455-C 0.16 0.31 0.31 834.36 833.80 D14 D13 59.00 RCP 0.85 0.11 - - 5.00 0.09 0.09 0.50 5.63 6.12 6.01 6.01 0.57 3.01 3.01 15 0.35 0.013 3.82 3.11 3.45 3.45 837.350 836.950 832.119 831.913 - TYPE "A" INLET R-4342 0.01 0.17 0.17 833.85 833.37 D13 D12 49.98 RCP - 0.00 0.85 0.74 6.00 - 0.63 1.13 6.00 5.94 5.94 5.94 - 6.72 6.72 18 0.50 0.013 7.43 4.20 4.76 4.76 836.950 837.260 831.813 831.563 -TYPE ''C'' MANHOLE R-4342 - - -833.62 833.31 D12 D11 9.99 RCP - 0.00 - - 5.00 - - 1.38 6.20 6.12 5.90 5.90 - 8.13 8.13 24 0.20 0.013 10.12 3.22 3.58 3.58 837.260 837.810 831.463 831.443 -0.10 TYPE ''C'' MANHOLE R-1772 - - 0.00 833.29 833.46 D11 D10 71.39 PVC - 0.00 - - 5.00 - - 1.38 6.25 6.12 5.90 5.90 - 8.12 8.12 24 0.20 0.011 11.96 3.81 4.09 4.09 837.810 - 831.443 831.300 - XCELERATOR -- - 0.00 833.24 833.44 D9 D8 74.87 RCP 0.85 0.05 0.90 0.23 5.00 0.04 0.25 0.25 5.00 6.12 6.12 6.12 0.26 1.53 1.53 12 0.35 0.013 2.11 2.68 2.92 2.92 837.850 837.750 833.757 833.495 - TYPE ''A'' INLET R-3472 0.01 0.09 0.09 835.12 834.76 D8 D7 42.17 RCP 0.85 0.06 0.90 0.19 5.00 0.05 0.22 0.47 5.46 6.12 6.04 6.04 0.31 2.85 2.85 15 0.25 0.013 3.23 2.63 2.97 2.97 837.750 837.591 833.395 833.290 - TYPE ''M'' INLET R-3472 0.01 0.10 0.10 834.69 834.65 D7 D6 10.05 RCP 0.85 0.05 0.90 0.19 5.00 0.04 0.21 0.69 5.73 6.12 5.99 5.99 0.26 4.10 4.10 18 0.25 0.013 5.25 2.97 3.29 3.29 837.591 838.591 833.190 833.165 -0.10 TYPE ''M'' INLET R-3472 0.01 0.09 0.09 834.59 834.69 D6 D5 65.93 PVC 0.00 0.00 0.00 0.00 5.00 - - 0.69 5.79 6.12 5.98 5.98 - 4.09 4.09 18 0.25 0.011 6.21 3.51 3.75 3.75 838.591 - 833.165 833.000 - XCELERATOR -- - 0.00 834.55 834.66 RATIONAL METHOD STORM SEWER DESIGN (10-YEAR HGL) HGL CALCULATIONS 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 11-Jan-23 City of Carmel STORM CASTING DESIGN REQUIREMENTS HYDRAULIC GRADELINE FREQUENCY INVERT CONNECTIVITY 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 RIM ELEV.ELEV.FULL FLOW INVERT ADDT. DROP ORIFICE FLOW DEPTH WEIR FLOW DEPTH CASTING CAPACITYSTRUCTURE DATA 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) (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.) D17 D16 43.27 RCP 0.85 0.12 - - 5.00 0.10 0.10 0.10 5.00 6.12 6.12 9.12 0.62 0.62 0.93 12 0.35 0.013 2.11 2.68 2.34 2.60 836.000 835.500 831.967 831.815 -TYPE ''A'' INLET R-4342 0.02 0.18 0.18 833.84 832.97 D16 D12 43.63 RCP 0.85 0.17 - - 5.00 0.14 0.14 0.25 5.27 6.12 6.07 9.05 0.88 1.50 2.23 12 0.35 0.013 2.11 2.68 2.91 2.84 835.500 837.260 831.715 831.563 -TYPE ''A'' INLET R-4342 0.03 0.22 0.22 833.56 832.72 D15 D14 109.05 RCP 0.85 0.48 - - 5.00 0.41 0.41 0.41 5.00 6.12 6.12 9.12 2.50 2.50 3.72 15 0.30 0.013 3.54 2.88 3.12 3.03 837.100 837.350 832.546 832.219 - TYPE "J" INLET R-3455-C 0.16 0.31 0.31 834.83 833.80 D14 D13 59.00 RCP 0.85 0.11 - - 5.00 0.09 0.09 0.50 5.63 6.12 6.01 8.95 0.57 3.01 4.49 15 0.35 0.013 3.82 3.11 3.45 3.66 837.350 836.950 832.119 831.913 - TYPE "A" INLET R-4342 0.01 0.17 0.17 834.29 833.37 D13 D12 49.98 RCP - 0.00 0.85 0.74 6.00 - 0.63 1.13 6.00 5.94 5.94 8.85 - 6.72 10.01 18 0.50 0.013 7.43 4.20 4.76 5.66 836.950 837.260 831.813 831.563 -TYPE ''C'' MANHOLE R-4342 - - -833.98 833.31 D12 D11 9.99 RCP - 0.00 - - 5.00 - - 1.38 6.20 6.12 5.90 8.80 - 8.13 12.12 24 0.20 0.013 10.12 3.22 3.58 3.86 837.260 837.810 831.463 831.443 -0.10 TYPE ''C'' MANHOLE R-1772 - - 0.00 833.38 833.46 D11 D10 71.39 PVC - 0.00 - - 5.00 - - 1.38 6.25 6.12 5.90 8.79 - 8.12 12.10 24 0.20 0.011 11.96 3.81 4.09 3.85 837.810 - 831.443 831.300 - XCELERATOR -- - 0.00 833.30 833.44 D9 D8 74.87 RCP 0.85 0.05 0.90 0.23 5.00 0.04 0.25 0.25 5.00 6.12 6.12 9.12 0.26 1.53 2.28 12 0.35 0.013 2.11 2.68 2.92 2.90 837.850 837.750 833.757 833.495 - TYPE ''A'' INLET R-3472 0.01 0.09 0.09 835.38 834.76 D8 D7 42.17 RCP 0.85 0.06 0.90 0.19 5.00 0.05 0.22 0.47 5.46 6.12 6.04 9.00 0.31 2.85 4.24 15 0.25 0.013 3.23 2.63 2.97 3.46 837.750 837.591 833.395 833.290 - TYPE ''M'' INLET R-3472 0.01 0.10 0.10 834.91 834.65 D7 D6 10.05 RCP 0.85 0.05 0.90 0.19 5.00 0.04 0.21 0.69 5.73 6.12 5.99 8.92 0.26 4.10 6.11 18 0.25 0.013 5.25 2.97 3.29 3.46 837.591 838.591 833.190 833.165 -0.10 TYPE ''M'' INLET R-3472 0.01 0.09 0.09 834.71 834.69 D6 D5 65.93 PVC 0.00 0.00 0.00 0.00 5.00 - - 0.69 5.79 6.12 5.98 8.91 - 4.09 6.10 18 0.25 0.011 6.21 3.51 3.75 4.00 838.591 - 833.165 833.000 - XCELERATOR -- - 0.00 834.67 834.66 RATIONAL METHOD STORM SEWER DESIGN (100-YEAR HGL) HGL CALCULATIONS 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 11-Jan-23 City of Carmel STORM CASTING DESIGN REQUIREMENTS HYDRAULIC GRADELINE FREQUENCY INVERT CONNECTIVITY 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 RIM ELEV.ELEV.FULL FLOW INVERT ADDT. DROP ORIFICE FLOW DEPTH WEIR FLOW DEPTH CASTING CAPACITYSTRUCTURE DATA Detention Outlet Pipe Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data 0.013Roughness Coefficient %0.250Channel Slope in24.0Diameter cfs11.44Discharge Results in19.9Normal Depth ft²2.8Flow Area ft4.6Wetted Perimeter in7.3Hydraulic Radius ft1.50Top Width in14.6Critical Depth %83.0Percent Full %0.547Critical Slope ft/s4.10Velocity ft0.26Velocity Head ft1.92Specific Energy 0.531Froude Number cfs12.17Maximum Discharge cfs11.31Discharge Full %0.256Slope Full SubcriticalFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %0.0Normal Depth Over Rise ft/s0.00Downstream Velocity ft/s0.00Upstream Velocity in19.9Normal Depth in14.6Critical Depth %0.250Channel Slope %0.547Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 11/23/2022 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterUntitled1.fm8 Outlet Control Structure Weir Project Description Headwater ElevationSolve For Input Data cfs62.16Discharge ft835.50Crest Elevation ft0.00Tailwater Elevation ft^(1/2)/s3.30Weir Coefficient ft6.0Crest Length 0Number Of Contractions Results ft837.64Headwater Elevation ft2.14Headwater Height Above Crest ft-835.50Tailwater Height Above Crest ft²12.9Flow Area ft/s4.83Velocity ft10.3Wetted Perimeter ft6.00Top Width Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/11/2023 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterUntitled1.fm8 January 11, 2023 CARMEL MIDTOWN DEVELOPMENT EXISTING INDUSTRIAL DRIVE STORM BASINS MAP 0'80'40'NORTH January 11, 2023 CARMEL MIDTOWN DEVELOPMENT PROPOSED INDUSTRIAL DRIVE STORM BASINS MAP 0'80'40'NORTH PROJECT: BY: DATE: Hydrologic Group % A 0.0% B 0.0% C 12.0% D 88.0% Total 100.0% D41/D40 0.00 0.27 0.94 0.10 0.00 0.00 1.31 0.74 94 94 Carmel Midtown Connor Strege 11-Jan-23 Site Soil 09/18/2020 Page 19 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)(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) D41/D40 EX. STR.0.74 1.31 0.00 0.00 7.11 0.97 0.97 0.97 7.11 5.74 5.58 - -- - - - --- -- - TYPE "J" INLET R-3455-C x2 0.20 0.33 0.33 STR. 140 STR. 141 0.85 0.18 0.00 0.00 5.00 0.15 0.15 0.15 5.00 6.12 0.94 - -- - - - --- -- - TYPE "M" INLET R-3287-SB10 0.07 0.24 0.24 INDUSTRIAL DRIVE SPREAD CALCS VELOCITY HGL FLOW VELOCITY 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 11-Jan-23 City of Carmel STORM CASTING DESIGN REQUIREMENTS HYDRAULIC GRADELINE FREQUENCY INVERT CONNECTIVITY 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 RIM ELEV.ELEV.FULL FLOW INVERT ADDT. DROP ORIFICE FLOW DEPTH WEIR FLOW DEPTH CASTING CAPACITYSTRUCTURE DATA ALLOWABLE SPREAD AT D41/D40 (PRESERVE ONE 10 FT TRAVEL LANE OR 5 FT HALF TRAVEL LANE) 1.5 ft gutter + 11 ft travel lane (pond within 6 ft of the travel lane) 0.23 ft gutter pad depth + 6(0.02) = 0.35 0.33 ft < 0.35 ft ALLOWABLE SPREAD AT STR. 140 (PRESERVE ONE 10 FT TRAVEL LANE OR 5 FT HALF TRAVEL LANE) 1.5 ft gutter + 16 ft travel lane due to taper (pond within 11 ft of the travel lane) 0.23 ft gutter pad depth + 11(0.02) = 0.45 0.24 ft < 0.45 ftCASTING NUMBER OPEN AREA WEIR LENGTH CURB CASTINGS (sft)ft R-3287-SB10 1.5 5.5 RECTANGULAR CASTINGS R-3455-C 2.6 10 R-3455-C x2 5.2 20 NEENAH CASTINGS 170291001 – Carmel Midtown Development Appendix E: Stormwater Quality Design D11 AREA = 1.59 ACRES CNwq = 98 Tc = 6.3 MIN D6 AREA = 0.80 ACRES CNwq = 99 Tc = 5.8 MIN D93 AREA = 2.15 ACRES CNwq = 100 Tc = 5.0 MIN (ASSUMED) November 23, 2022 CARMEL MIDTOWN DEVELOPMENT (FORMER AT&T SITE)WATER QUALITY BASINS MAP 0'60'30'NORTH Description:Carmel Midtown Reviewing Entity: Job #: Date:10/07/22 CNwq= PARAMETERS P =1 (in.) Pervious Area 0.09 Impervious Area 0.71 Area 0.80 I = 88% (%) Rv = 0.85 Qa=0.85 (in.) CALCULATED CNwq CNwq =99 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER - D6 Job Information City of Carmel 170291001 Description:Carmel Midtown Reviewing Entity: Job #: Date:10/07/22 CNwq= PARAMETERS P =1 (in.) Pervious Area 0.16 (10% pervious assumed) Impervious Area 1.43 Area 1.59 I = 90% (%) Rv = 0.86 Qa=0.86 (in.) CALCULATED CNwq CNwq =99 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER - D11 Job Information City of Carmel 170291001 Description:Carmel Midtown Reviewing Entity: Job #: Date:10/07/22 CNwq= PARAMETERS P =1 (in.) Pervious Area 0.00 Impervious Area 2.15 Area 2.15 I = 100% (%) Rv = 0.95 Qa=0.95 (in.) CALCULATED CNwq CNwq =100 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER - D93 Job Information City of Carmel 170291001 Type II 24-hr 1 In-24 Hr Rainfall=1.00"170291001 - WQv Printed 10/7/2022Prepared by Kimley-Horn & Associates HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: D6 Runoff = 1.11 cfs @ 11.96 hrs, Volume= 0.059 af, Depth= 0.89" Routed to nonexistent node 14L 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 1 In-24 Hr Rainfall=1.00" Area (ac) CN Description * 0.800 99 Matches Value from Spreadsheet 0.800 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.8 Direct Entry, Matches Value from Spreadsheet Type II 24-hr 1 In-24 Hr Rainfall=1.00"170291001 - WQv Printed 11/23/2022Prepared by Kimley-Horn & Associates HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: D11 Runoff = 2.03 cfs @ 11.97 hrs, Volume= 0.105 af, Depth= 0.79" Routed to nonexistent node 14L 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 1 In-24 Hr Rainfall=1.00" Area (ac) CN Description * 1.590 98 Matches Value from Spreadsheet 1.590 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 Direct Entry, Matches Value from Spreadsheet Type II 24-hr 1 In-24 Hr Rainfall=1.00"170291001 - WQv Printed 10/7/2022Prepared by Kimley-Horn & Associates HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: D93 Runoff = 3.14 cfs @ 11.95 hrs, Volume= 0.179 af, Depth= 1.00" Routed to nonexistent node 14L 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 1 In-24 Hr Rainfall=1.00" Area (ac) CN Description * 2.150 100 Matches Value from Spreadsheet 2.150 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Value 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 D6 Req'd Treatment Flow = 1.11 cfs Req'd On-Line Flow (Bypass) = 4.25 cfs D11 Req'd Treatment Flow = 2.03 cfs Req'd On-Line Flow (Bypass) = 7.47 cfs D93 Req'd Treatment Flow = 3.14 cfs Req'd On-Line Flow (Bypass) = N/A D6 D11 D93 Pipe D92-D93 Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data 0.012Roughness Coefficient %1.000Channel Slope in12.0Diameter cfs3.14Discharge Results in8.2Normal Depth ft²0.6Flow Area ft1.9Wetted Perimeter in3.5Hydraulic Radius ft0.93Top Width in9.1Critical Depth %68.5Percent Full %0.774Critical Slope ft/s5.48Velocity ft0.47Velocity Head ft1.15Specific Energy 1.229Froude Number cfs4.15Maximum Discharge cfs3.86Discharge Full %0.662Slope Full SupercriticalFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %68.5Normal Depth Over Rise ft/sInfinityDownstream Velocity ft/sInfinityUpstream Velocity in8.2Normal Depth in9.1Critical Depth %1.000Channel Slope %0.774Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/7/2022 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterUntitled1.fm8 Plan View SCALE 1:40 Elevation View SCALE 1:40 Projected View SCALE 1:70 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-Swirl XCelerator Standard Detail As Shown 2/25/2021 el. Varies Inlet/Outlet Invert el. Varies el. Varies Grade (Rim) el. Varies XC-5 CCW XC-5 STD Aqua-Swirl 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-Swirl specification notes. See Site Plan for actual System orientation. Approximate dry (pick) weight: 2200 lbs [1000 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-5 inlet/outlet pipe size ranges up to 30 in [762 mm]. XC-5 chamber height may vary up to 116 in [2946 mm], depending on inlet/outlet pipe size. Orientation may vary from a minimum of 90 to a maximum of 180. Clockwise or counterclockwise orientation as needed. 2 3 3 2 78 in [1981 mm] 78 in [1981 mm] P30 in [P762 mm] 2 Octagonal Base Plate P66 in [P1680 mm] 116 in [2946 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. 68 in [1727 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 P66 in [P1676 mm] Optional inlet orientations available (See note 4) P30 in [P762 mm] 180 Lifting Lugs Lifting Lugs Backfill Bedding Undisturbed soil 18 in [457 mm] 6 in [152 mm] Plan View SCALE 1:40 Elevation View SCALE 1:40 Projected View SCALE 1:70 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-Swirl XCelerator Standard Detail As Shown 2/25/2021 el. Varies Inlet/Outlet Invert el. Varies el. Varies Grade (Rim) el. Varies XC-6 CCW XC-6 STD Aqua-Swirl 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-Swirl specification notes. See Site Plan for actual System orientation. Approximate dry (pick) weight: 3000 lbs [1400 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-6 inlet/outlet pipe size ranges up to 36 in [914 mm]. XC-6 chamber height may vary up to 133 in [3378 mm], depending on inlet/outlet pipe size. Orientation may vary from a minimum of 90 to a maximum of 180. Clockwise or counterclockwise orientation as needed. 2 3 3 2 90 in [2286 mm] 90 in [2286 mm] P36 in [P914 mm] 2 Octagonal Base Plate P78 in [P1984 mm] 133 in [3378 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. 79 in [2007 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 P78 in [P1981 mm] Optional inlet orientations available (See note 4) P36 in [P914 mm] 180 Backfill Bedding Undisturbed soil 18 in [457 mm] 6 in [152 mm] Lifting Lugs Lifting Lugs R-TANK® TREATMENT ROW SIZING STORMWATER MANAGEMENT Rev: 11/15/2022 The R-Tank Treatment Row is designed to capture the water quality flow or “first flush” as defined by a regulatory or permitting agency. The system consists of a series of modules utilizing open plates for maintenance access encapsulated by filter fabric and connected to a nearby manhole. The fabric-wrapped modules provide filtration and promote settling of pollutants. Using ASTM C1746/C1746M-12 TRI Environmental completed full-scale testing in their South Carolina lab to determine the relationship between total suspended solids (TSS) removal and hydraulic load rate. This testing determined that the hydraulic loading rate necessary to achieve 80% TSS removal is equal to 0.062 cfs/ft2 or 0.191 cfs per module. Based on this information the sizing of the treatment row is as follows: # of Treatment Modules = 𝐃𝐞𝐬𝐢𝐠𝐧 𝐅𝐥𝐨𝐰 𝐑𝐚𝐭𝐞 ሺ𝐜𝐟𝐬ሻ 𝟎.𝟏𝟗𝟏 ሺ𝐜𝐟𝐬ሻ R-TankHD Treatment Row Access Module 12" MAINTENANCE PORT (TYP., LOCATIONS TO BE VERIFIED BY ENGINEER) R-TANKHD PENTA (TYP.) 2'-0" STONE PERIMETER 167'-5" 14'-4" TREATMENT ROW R-TANKHD PENTA ACCESS MODULE (TYP.) JUNCTION STRUCTURE W/ 2' SUMP (BY OTHERS) IN(18" E): 829.08 OUT (12" N & W): 829.08 OUT (12" S): 830.08 JUNCTION STRUCTURE W/ 2' SUMP (BY OTHERS) IN(18" E): 829.08 OUT (12" S & W): 829.08 OUT (12" E): 830.08 133'-11"153'-7"181'-9"19'-8"97'-6"76'-5" JUNCTION STRUCTURE W/ 2' SUMP (BY OTHERS) w/ 24" CONNECTION 12" INSPECTION PORT (TYP., LOCATIONS TO BE VERIFIED BY ENGINEER) 1" = 25' GRAPHIC SCALE R-TANK ELEVATIONS DESCRIPTION ELEVATION BASE INV.828.66 TANK INV.828.91 TOP OF TANK 835.87 GEOGRID 836.87 MIN. ALLOW. FINAL GRADE 837.54 MAX. ALLOW. FINAL GRADE 842.86 R-TANKHD TANK WRAP & EXCAVATION ENVELOPE DETAIL GEOGRID (ACF BX-12) PLACED 12” ABOVE THE R-TANKHD SYSTEM. OVERLAP ADJACENT PANELS BY 18” MIN. GEOGRID SHOULD EXTEND 3' BEYOND THE EXCAVATION FOOTPRINT. EXCAVATION WRAPPED WITH N080 NON-WOVEN GEOTEXTILE (OR EQUAL) R-TANKHD UNITS WRAPPED WITH N080 NON-WOVEN GEOTEXTILE (OR EQUAL) R-TANK SYSTEM 00 SCALE 1" = 25' 50'25' DRAWN BY SHEET NO. DATE JKB 7FOR ADDITIONAL INFORMATION PLEASE CONTACT:FERGUSON WATERWORKS,1-800-448-3636, www.ferguson.com01/10/2023 ENGINEER OF RECORD TO REVIEW, APPROVE ANDENDORSE FINAL SITE SPECIFIC DESIGN.of SCALE 2 R-TANKHD SYSTEM LAYOUTCARMEL MIDTOWN PARCEL ACARMEL, INR-TANK QUANTITIES R-TANKHD MODULE TYPE PENTA TRAFFIC LOAD HS-20 # OF PENTA R-TANKS 1754 # OF PENTA R-TANK ACCESS MODULES 26 TOTAL SYSTEM STORAGE 43,469 CF R-TANK STORAGE VOLUME 36,211 CF STONE STORAGE VOLUME (40% VOID RATIO)7,258 CF STONE BED FOOTPRINT 6,857 SF STONE QUANTITY 672 CY N080 NON-WOVEN GEOTEXTILE TANK WRAP 2,000 SY N080 NON-WOVEN GEOTEXTILE EXCAVATION WRAP 2,472 SY 8 OZ. NON-WOVEN GEOTEXTILE TREAT. ROW WRAP 128 SY S300 WOVEN GEOTEXTILE TREAT. ROW BASE FABRIC 22 SY ACF BX-12 GEOGRID 1,144 SY 12" MAINTENANCE PORTS 8 12" INSPECTION PORTS 8 PIPE BOOTS (12" | 24")4 | 1 NOTE: STONE QUANTITY INCLUDES 12" OF COVER AND 3" OF BASE. NOTE: GEOTEXTILE / LINER QUANTITIES INCLUDE A 15% WASTE FACTOR. SEE SHEETS 3 - 7 FOR DETAILS AND ADDITIONAL INFORMATION 828.06 828.31 835.27 836.27 836.94 842.26 828.48 828.48 829.48 828.48 828.48 829.48 treatment flow req'd = 2.03 cfs # of treatment modules req'd = 11 # of treatment modules prov'd = 16 treatment flow req'd = 1.11 cfs # of treatment modules req'd = 6 # of treatment modules prov'd = 10 Finish Grade; Pile Height Extends 1/2" Above. Stone, Drainage Layer, Refer to Specs & Sieve Analysis NOTES: 1.Refer to Civil Drawing for Layout, Spacing, and Additional Requirements. 2.Turf Basis of Design, K-9 Grass. 3.Condition 1 - Thickened Concrete Slab Edge Condition 2 - Thickened Concrete Slab between Fence Posts Condition 3 - Face of Fence Post Foundation 90% SPD Subgrade Underdrain; See Note1 Non-Woven Filter Fabric Limits of Synthetic Turf Perimeter; See Note 3 Synthetic Turf (K-9 Grass), Refer to Specifications 4"Anchor Perimeter Nailer to Thickened Edge of Concrete Zeolite Odor Reducing Top Dressing Crystals Per Specifications: Commercial (3+LBS. Per FT².) DRAINAGE AGGREGATE SIEVE ANALYSIS Sieve Size Percent Passing 3/8"100% #4 80-100% #100 10-30% #200 2-10% Turf Pad/Cushion, Refer to Specifications