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HomeMy WebLinkAbout170188002_Old Meridian-Main_Drainage Report170188002 – The Signature - Carmel The Signature – Carmel Old Meridian St Re-development 13155 Old Meridian St Carmel, IN 46032 Drainage Report Original February 18, 2021 Revised April 2, 2021 Revised June 9, 2021 Prepared For: td Carmel LLC PO Box 6331 Fishers, IN 46038 Prepared By: Kimley-Horn and Associates, Inc. 250 East 96th Street, Suite 580 Indianapolis, IN 46240 Phone: (317) 218-9560 170188002 – The Signature - Carmel 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: Stormwater Quality Design Appendix E: Storm Sewer Design 170188002 – The Signature - Carmel 1.0 Project Summary Project Name: The Signature – Carmel Location: 13155 Old Meridian St 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 and Storm Drain Inserts Stormwater Quantity: Underground Detention Design Standards: City of Carmel Stormwater Technical Manual 2.0. Introduction Kimley-Horn and Associates, Inc. has been retained by td Carmel, LLC to provide civil engineering services for the Old Meridian St Re-development located on 13155 Old Meridian St in Carmel, Indiana. The project consists of the redevelopment of approximately 4 acres into a 4 story and 5 story interconnected mixed- use building as well as internal road and utility infrastructure. Parking improvements within the ROW of Old Meridian St and Main St will also be made. The site will drain to the existing roadside ditch south of the site. Water quality will be provided by mechanical separators. 3.0. Existing Conditions FEMA According to FEMA Flood Insurance Rate Map 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 Brookston Silty Clay (YbvA) and Miami silt loam (YmsB2). Refer to Appendix A for the NRCS Web Soil Survey information. Existing Site Features The total existing site consists of approximately 4 acres of two separate non-residential sites with the remaining being of grass and wooded areas. The northern portion of the site (2.21 acres) drains via sheet and shallow concentrated flows to an unknown outlet point to the east of the development but ultimately outlets into a point just downstream of the proposed discharge point. The remainder of the site (1.93 acres) drains via sheet and shallow concentrated flows to the south of the site into an existing storm sewer system. There is also existing runoff from Main Street on the south side of the site that drains to this creek. All three basins eventually discharge to a creek downstream of the site and therefore the entire disturbed area was treated as one and used to determine the allowable release rates. The table below indicates the existing runoff from the site for the 2- 10-, and 100-year storm events using HydroCAD (Refer to Appendix B for existing drainage calculations). 170188002 – The Signature - Carmel 2-year 10-year 100-year Existing Runoff 10.03 cfs 18.19 cfs 37.49 cfs 4.0. Proposed Conditions The proposed site will drain via sheet and shallow concentrated flow to proposed storm sewer on site. The proposed development utilizes reinforced concrete piping to convey the runoff from the site to an underground detention basin in the courtyard area of the development. The proposed storm sewer has been designed in order to meet the intent of the City of Carmel Stormwater Technical Standards Manual (Refer to Appendix D for proposed storm sewer calculations). The storm sewer was designed in order to ensure no adverse impact on adjacent landowners. The proposed site will discharge to the existing roadside ditch south of the development. Due to the fact this site is a redevelopment rather than new development, the proposed release rate for 10 year and 100 year will be at the existing 2 year and 10 year respectively. Per City of Carmel standards, the half rights of way (1.48 AC) that fronts the property were taken into consideration in the detention calculations. The future road along the east side of the property and Old Meridian frontage was included in the calculations. Due to topographic constraints, it was not possible for the entire proposed site to be collected and discharged to the proposed detention basin. This southwest area (0.18 total acres) was subtracted from the detention calculation allowable release rates to compensate for the bypass. The outfall pipe for the underground detention was oversized to allow for emergency flood routing from the proposed detention system. In addition, open grate castings in structures along the outfall pipe will allow the system to use surface flow to flood route any additional floodwater. The Table below summarizes the proposed runoff from the site using the SCS Curve Number method and HydroCAD (Refer to Appendix C for calculations). Refer to Appendix C for detailed calculations. Proposed Release Rates 10-YEAR 100-YEAR EXISTING RELEASE RATE 10.03 cfs 18.19 cfs SOUTHWEST DISCHARGE (SUBTRACT) 0.81 cfs 1.38 cfs ALLOWABLE DISCHARGE 9.22 cfs 16.81 cfs PROP. DETENTION OUTFLOW 8.86 cfs 16.79 cfs EXISTING PEAK FLOW 18.19 cfs 37.49 cfs Proposed Hydraulics The proposed storm sewer conveyance system was designed to meet the City requirements using HydraFlow Storm Sewer Extensions, Version 2020. The HGL of the 10-yr storm was kept below the proposed rim elevations of each structure. Rainfall intensities and ‘c’ values were taken from the City of Carmel Stormwater Technical Standards were inputted into the model. The storm sewers were designed to maintain a minimum full flow velocity of 2.5 ft/s. 170188002 – The Signature - Carmel A Storm Sewer Drainage Area Map and the output solution from the Hydraflow Analysis and inlet capacity calculations are provided in Appendix E. 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 will the Aqua-Shield Aqua-Swirl XCelerator unit that have been sized both for the first flush and to allow for the 100-year discharge from the site (Refer to Appendix D for Stormwater Quality Calculations). The 1-inch storm results in a flow of 3.73 cfs which is what the Aquaswirl has been sized to accommodate. This will provide the first line of protection. The second BMP in series will be the isolator row within the underground detention pond. Conclusions The proposed drainage design for this project has been designed to meet the intent of the City of Carmel’s Stormwater Technical Standards. No adverse impacts are anticipated to affect any adjacent or downstream properties. 170188002 – The Signature - Carmel Appendix A: Project Site Maps 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 FLOODHAZARD AREAS Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas 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 SCREENArea 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 basemapaccuracy standards The flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 2/17/2021 at 9:36 AM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome 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 approximatepoint selected by the user and does not representan authoritative property location. 1:6,000 86°8'58"W 39°58'57"N 86°8'20"W 39°58'29"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/17/2021 Page 1 of 344256504425680442571044257404425770442580044258304425860442589044259204425650442568044257104425740442577044258004425830442586044258904425920572970573000573030573060573090573120573150 572970 573000 573030 573060 573090 573120 573150 39° 58' 49'' N 86° 8' 44'' W39° 58' 49'' N86° 8' 35'' W39° 58' 40'' N 86° 8' 44'' W39° 58' 40'' N 86° 8' 35'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,380 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 21, Jun 4, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 1, 2018—Sep 30, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/17/2021 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI YbvA Brookston silty clay loam- Urban land complex, 0 to 2 percent slopes 0.3 5.7% YmsB2 Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded 4.7 94.3% Totals for Area of Interest 5.0 100.0% Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/17/2021 Page 3 of 3 170188002 – The Signature - Carmel Appendix B: Existing Basin Conditions OHE OHEOHEOHEFIB FIB FIB FIB FIB FIB W W W WW FIBFIB FIB FIBUGE TTRTT W SS D D D TD T D D TR T W T S D S S F SDSD SDSDSSSSSST T GAS GAS FIBFIBFIBFIBFIBWApril 2, 2021 THE SIGNATURE - CARMEL EXISTING DRAINAGE MAP NORTH Detention - 170188002_4-2-21 Printed 4/2/2021Prepared by Kimely-Horn Page 1HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1 Inch-24 Hrs Type II 24-hr Default 24.00 1 1.00 2 2 2 Yr-24 Hrs Type II 24-hr Default 24.00 1 2.66 2 3 10 Yr-24 Hrs Type II 24-hr Default 24.00 1 3.83 2 4 100 Yr-24 Hrs Type II 24-hr Default 24.00 1 6.46 2 Type II 24-hr 1 Inch-24 Hrs Rainfall=1.00"Detention - 170188002_4-2-21 Printed 4/2/2021Prepared by Kimely-Horn Page 2HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 39S: EXISTING SOUTH & ROW Runoff =0.81 cfs @ 12.05 hrs, Volume=0.062 af, Depth= 0.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Inch-24 Hrs Rainfall=1.00" Area (ac) CN Description 3.000 74 >75% Grass cover, Good, HSG C *1.150 98 *0.430 74 Right of way Pervious *1.050 98 Right of way Impervious 5.630 83 Weighted Average 3.430 60.92% Pervious Area 2.200 39.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 39S: EXISTING SOUTH & ROW Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1 Inch-24 Hrs Rainfall=1.00" Runoff Area=5.630 ac Runoff Volume=0.062 af Runoff Depth=0.13" Tc=10.0 min CN=83 0.81 cfs Type II 24-hr 2 Yr-24 Hrs Rainfall=2.66"Detention - 170188002_4-2-21 Printed 4/2/2021Prepared by Kimely-Horn Page 3HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 39S: EXISTING SOUTH & ROW Runoff =10.03 cfs @ 12.02 hrs, Volume=0.553 af, Depth= 1.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2 Yr-24 Hrs Rainfall=2.66" Area (ac) CN Description 3.000 74 >75% Grass cover, Good, HSG C *1.150 98 *0.430 74 Right of way Pervious *1.050 98 Right of way Impervious 5.630 83 Weighted Average 3.430 60.92% Pervious Area 2.200 39.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 39S: EXISTING SOUTH & ROW Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 Yr-24 Hrs Rainfall=2.66" Runoff Area=5.630 ac Runoff Volume=0.553 af Runoff Depth=1.18" Tc=10.0 min CN=83 10.03 cfs Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170188002_4-2-21 Printed 4/2/2021Prepared by Kimely-Horn Page 4HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 39S: EXISTING SOUTH & ROW Runoff =18.19 cfs @ 12.01 hrs, Volume=1.004 af, Depth= 2.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83" Area (ac) CN Description 3.000 74 >75% Grass cover, Good, HSG C *1.150 98 *0.430 74 Right of way Pervious *1.050 98 Right of way Impervious 5.630 83 Weighted Average 3.430 60.92% Pervious Area 2.200 39.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 39S: EXISTING SOUTH & ROW Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83" Runoff Area=5.630 ac Runoff Volume=1.004 af Runoff Depth=2.14" Tc=10.0 min CN=83 18.19 cfs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170188002_4-2-21 Printed 4/2/2021Prepared by Kimely-Horn Page 5HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 39S: EXISTING SOUTH & ROW Runoff =37.49 cfs @ 12.01 hrs, Volume=2.121 af, Depth= 4.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46" Area (ac) CN Description 3.000 74 >75% Grass cover, Good, HSG C *1.150 98 *0.430 74 Right of way Pervious *1.050 98 Right of way Impervious 5.630 83 Weighted Average 3.430 60.92% Pervious Area 2.200 39.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 39S: EXISTING SOUTH & ROW Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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 Hrs Rainfall=6.46" Runoff Area=5.630 ac Runoff Volume=2.121 af Runoff Depth=4.52" Tc=10.0 min CN=83 37.49 cfs 170188002 – The Signature - Carmel Appendix C: Proposed Basin Conditions OLD MERIDI AN ST OLD ME RIDIAN ST MAIN ST MAIN ST LOADING ZONE OHEFIB FIB FIB FIB FIB FIB W W W W W FIBFIB FIB FIBUGE TTRTT SS D D D TD T D D TR T T S D S S F SD SD SDSDSSSSSST T GAS GAS FIBFIBFIBFIBFIBWApril 8, 2021 OLD MERIDIAN STREET REDEVELOPMENT PROPOSED DRAINAGE MAP NORTH 29S Southwest Patio Area 31S Proposed 41S ROW 33P Underground Detention Routing Diagram for Detention - 170188002_6-9-2_R2Prepared by Kimley-Horn, Printed 6/9/2021 HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Detention - 170188002_6-9-2_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 2HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 10 Yr-24 Hrs Type II 24-hr Default 24.00 1 3.83 2 2 100 Yr-24 Hrs Type II 24-hr Default 24.00 1 6.46 2 3 B2B 100 Type II 24-hr Default 24.00 2 6.46 2 Detention - 170188002_6-9-2_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 3HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.172 98 (29S) 1.050 80 >75% Grass cover, Good, HSG D (31S, 41S) 4.890 98 Paved parking, HSG D (31S, 41S) 6.112 95 TOTAL AREA Detention - 170188002_6-9-2_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 4HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 5.940 HSG D 31S, 41S 0.172 Other 29S 6.112 TOTAL AREA Detention - 170188002_6-9-2_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 5HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 0.000 0.172 0.172 29S 0.000 0.000 0.000 1.050 0.000 1.050 >75% Grass cover, Good 31S, 41S 0.000 0.000 0.000 4.890 0.000 4.890 Paved parking 31S, 41S 0.000 0.000 0.000 5.940 0.172 6.112 TOTAL AREA Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170188002_6-9-2_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 6HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.172 ac 100.00% Impervious Runoff Depth=3.60"Subcatchment 29S: Southwest Patio Area Tc=10.0 min CN=98 Runoff=0.81 cfs 0.052 af Runoff Area=4.460 ac 86.10% Impervious Runoff Depth=3.26"Subcatchment 31S: Proposed Tc=10.0 min CN=95 Runoff=20.21 cfs 1.213 af Runoff Area=1.480 ac 70.95% Impervious Runoff Depth=3.05"Subcatchment 41S: ROW Tc=5.0 min CN=93 Runoff=7.52 cfs 0.377 af Peak Elev=846.57' Storage=20,713 cf Inflow=26.65 cfs 1.590 afPond 33P: Underground Detention Outflow=8.86 cfs 1.590 af Total Runoff Area = 6.112 ac Runoff Volume = 1.641 af Average Runoff Depth = 3.22" 17.18% Pervious = 1.050 ac 82.82% Impervious = 5.062 ac Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170188002_6-9-2_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 7HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: Southwest Patio Area Runoff = 0.81 cfs @ 12.01 hrs, Volume= 0.052 af, Depth= 3.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83" Area (ac) CN Description * 0.172 98 0.172 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Direct Entry Subcatchment 29S: Southwest Patio Area Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83" Runoff Area=0.172 ac Runoff Volume=0.052 af Runoff Depth=3.60" Tc=10.0 min CN=98 0.81 cfs Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170188002_6-9-2_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 8HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 31S: Proposed Runoff = 20.21 cfs @ 12.01 hrs, Volume= 1.213 af, Depth= 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83" Area (ac) CN Description 0.620 80 >75% Grass cover, Good, HSG D 3.840 98 Paved parking, HSG D 4.460 95 Weighted Average 0.620 13.90% Pervious Area 3.840 86.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Direct Entry Subcatchment 31S: Proposed Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)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 10 Yr-24 Hrs Rainfall=3.83" Runoff Area=4.460 ac Runoff Volume=1.213 af Runoff Depth=3.26" Tc=10.0 min CN=95 20.21 cfs Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170188002_6-9-2_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 9HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 41S: ROW [49] Hint: Tc<2dt may require smaller dt Runoff = 7.52 cfs @ 11.95 hrs, Volume= 0.377 af, Depth= 3.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83" Area (ac) CN Description 0.430 80 >75% Grass cover, Good, HSG D 1.050 98 Paved parking, HSG D 1.480 93 Weighted Average 0.430 29.05% Pervious Area 1.050 70.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 41S: ROW Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83" Runoff Area=1.480 ac Runoff Volume=0.377 af Runoff Depth=3.05" Tc=5.0 min CN=93 7.52 cfs Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170188002_6-9-2_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 10HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Pond 33P: Underground Detention Inflow Area = 5.940 ac, 82.32% Impervious, Inflow Depth = 3.21" for 10 Yr-24 Hrs event Inflow = 26.65 cfs @ 11.99 hrs, Volume= 1.590 af Outflow = 8.86 cfs @ 12.17 hrs, Volume= 1.590 af, Atten= 67%, Lag= 10.7 min Primary = 8.86 cfs @ 12.17 hrs, Volume= 1.590 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 846.57' @ 12.17 hrs Surf.Area= 7,811 sf Storage= 20,713 cf Plug-Flow detention time= 25.2 min calculated for 1.589 af (100% of inflow) Center-of-Mass det. time= 25.2 min ( 802.6 - 777.4 ) Volume Invert Avail.Storage Storage Description #1A 842.75' 13,412 cf 73.00'W x 107.00'L x 7.33'H Field A 57,281 cf Overall - 23,750 cf Embedded = 33,530 cf x 40.0% Voids #2A 843.25' 23,750 cf CMP Round 72 x 40 Inside #1 Effective Size= 72.0"W x 72.0"H => 28.27 sf x 20.00'L = 565.5 cf Overall Size= 72.0"W x 72.0"H x 20.00'L Row Length Adjustment= +5.00' x 28.27 sf x 8 rows #3 842.53' 693 cf 36.0" Round RCP_Round 36" L= 98.0' S= 0.0020 '/' 37,855 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 842.53'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 845.85'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 849.76'28.0" x 72.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=8.79 cfs @ 12.17 hrs HW=846.55' (Free Discharge) 1=Orifice/Grate (Orifice Controls 7.10 cfs @ 9.04 fps) 2=Orifice/Grate (Orifice Controls 1.69 cfs @ 2.86 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170188002_6-9-2_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 11HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Pond 33P: Underground Detention - Chamber Wizard Field A Chamber Model = CMP Round 72 (Round Corrugated Metal Pipe) Effective Size= 72.0"W x 72.0"H => 28.27 sf x 20.00'L = 565.5 cf Overall Size= 72.0"W x 72.0"H x 20.00'L Row Length Adjustment= +5.00' x 28.27 sf x 8 rows 72.0" Wide + 36.0" Spacing = 108.0" C-C Row Spacing 5 Chambers/Row x 20.00' Long +5.00' Row Adjustment = 105.00' Row Length +12.0" End Stone x 2 = 107.00' Base Length 8 Rows x 72.0" Wide + 36.0" Spacing x 7 + 24.0" Side Stone x 2 = 73.00' Base Width 6.0" Stone Base + 72.0" Chamber Height + 10.0" Stone Cover = 7.33' Field Height 40 Chambers x 565.5 cf +5.00' Row Adjustment x 28.27 sf x 8 Rows = 23,750.4 cf Chamber Storage 57,280.7 cf Field - 23,750.4 cf Chambers = 33,530.2 cf Stone x 40.0% Voids = 13,412.1 cf Stone Storage Chamber Storage + Stone Storage = 37,162.5 cf = 0.853 af Overall Storage Efficiency = 64.9% Overall System Size = 107.00' x 73.00' x 7.33' 40 Chambers 2,121.5 cy Field 1,241.9 cy Stone Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170188002_6-9-2_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 12HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Pond 33P: Underground Detention Inflow Primary Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=5.940 ac Peak Elev=846.57' Storage=20,713 cf 26.65 cfs 8.86 cfs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170188002_6-9-2_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 13HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.172 ac 100.00% Impervious Runoff Depth=6.22"Subcatchment 29S: Southwest Patio Area Tc=10.0 min CN=98 Runoff=1.38 cfs 0.089 af Runoff Area=4.460 ac 86.10% Impervious Runoff Depth=5.87"Subcatchment 31S: Proposed Tc=10.0 min CN=95 Runoff=35.14 cfs 2.181 af Runoff Area=1.480 ac 70.95% Impervious Runoff Depth=5.64"Subcatchment 41S: ROW Tc=5.0 min CN=93 Runoff=13.34 cfs 0.695 af Peak Elev=849.76' Storage=36,840 cf Inflow=46.55 cfs 2.876 afPond 33P: Underground Detention Outflow=16.79 cfs 2.876 af Total Runoff Area = 6.112 ac Runoff Volume = 2.966 af Average Runoff Depth = 5.82" 17.18% Pervious = 1.050 ac 82.82% Impervious = 5.062 ac Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170188002_6-9-2_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 14HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: Southwest Patio Area Runoff = 1.38 cfs @ 12.01 hrs, Volume= 0.089 af, Depth= 6.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46" Area (ac) CN Description * 0.172 98 0.172 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Direct Entry Subcatchment 29S: Southwest Patio Area Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46" Runoff Area=0.172 ac Runoff Volume=0.089 af Runoff Depth=6.22" Tc=10.0 min CN=98 1.38 cfs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170188002_6-9-2_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 15HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 31S: Proposed Runoff = 35.14 cfs @ 12.01 hrs, Volume= 2.181 af, Depth= 5.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46" Area (ac) CN Description 0.620 80 >75% Grass cover, Good, HSG D 3.840 98 Paved parking, HSG D 4.460 95 Weighted Average 0.620 13.90% Pervious Area 3.840 86.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Direct Entry Subcatchment 31S: Proposed Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)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 Hrs Rainfall=6.46" Runoff Area=4.460 ac Runoff Volume=2.181 af Runoff Depth=5.87" Tc=10.0 min CN=95 35.14 cfs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170188002_6-9-2_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 16HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 41S: ROW [49] Hint: Tc<2dt may require smaller dt Runoff = 13.34 cfs @ 11.95 hrs, Volume= 0.695 af, Depth= 5.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46" Area (ac) CN Description 0.430 80 >75% Grass cover, Good, HSG D 1.050 98 Paved parking, HSG D 1.480 93 Weighted Average 0.430 29.05% Pervious Area 1.050 70.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 41S: ROW Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46" Runoff Area=1.480 ac Runoff Volume=0.695 af Runoff Depth=5.64" Tc=5.0 min CN=93 13.34 cfs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170188002_6-9-2_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 17HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Pond 33P: Underground Detention Inflow Area = 5.940 ac, 82.32% Impervious, Inflow Depth = 5.81" for 100 Yr-24 Hrs event Inflow = 46.55 cfs @ 11.99 hrs, Volume= 2.876 af Outflow = 16.79 cfs @ 12.16 hrs, Volume= 2.876 af, Atten= 64%, Lag= 10.1 min Primary = 16.79 cfs @ 12.16 hrs, Volume= 2.876 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 849.76' @ 12.16 hrs Surf.Area= 7,811 sf Storage= 36,840 cf Plug-Flow detention time= 27.3 min calculated for 2.874 af (100% of inflow) Center-of-Mass det. time= 27.3 min ( 790.2 - 762.9 ) Volume Invert Avail.Storage Storage Description #1A 842.75' 13,412 cf 73.00'W x 107.00'L x 7.33'H Field A 57,281 cf Overall - 23,750 cf Embedded = 33,530 cf x 40.0% Voids #2A 843.25' 23,750 cf CMP Round 72 x 40 Inside #1 Effective Size= 72.0"W x 72.0"H => 28.27 sf x 20.00'L = 565.5 cf Overall Size= 72.0"W x 72.0"H x 20.00'L Row Length Adjustment= +5.00' x 28.27 sf x 8 rows #3 842.53' 693 cf 36.0" Round RCP_Round 36" L= 98.0' S= 0.0020 '/' 37,855 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 842.53'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 845.85'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 849.76'28.0" x 72.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=16.75 cfs @ 12.16 hrs HW=849.73' (Free Discharge) 1=Orifice/Grate (Orifice Controls 9.79 cfs @ 12.47 fps) 2=Orifice/Grate (Orifice Controls 6.96 cfs @ 8.86 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170188002_6-9-2_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 18HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Pond 33P: Underground Detention - Chamber Wizard Field A Chamber Model = CMP Round 72 (Round Corrugated Metal Pipe) Effective Size= 72.0"W x 72.0"H => 28.27 sf x 20.00'L = 565.5 cf Overall Size= 72.0"W x 72.0"H x 20.00'L Row Length Adjustment= +5.00' x 28.27 sf x 8 rows 72.0" Wide + 36.0" Spacing = 108.0" C-C Row Spacing 5 Chambers/Row x 20.00' Long +5.00' Row Adjustment = 105.00' Row Length +12.0" End Stone x 2 = 107.00' Base Length 8 Rows x 72.0" Wide + 36.0" Spacing x 7 + 24.0" Side Stone x 2 = 73.00' Base Width 6.0" Stone Base + 72.0" Chamber Height + 10.0" Stone Cover = 7.33' Field Height 40 Chambers x 565.5 cf +5.00' Row Adjustment x 28.27 sf x 8 Rows = 23,750.4 cf Chamber Storage 57,280.7 cf Field - 23,750.4 cf Chambers = 33,530.2 cf Stone x 40.0% Voids = 13,412.1 cf Stone Storage Chamber Storage + Stone Storage = 37,162.5 cf = 0.853 af Overall Storage Efficiency = 64.9% Overall System Size = 107.00' x 73.00' x 7.33' 40 Chambers 2,121.5 cy Field 1,241.9 cy Stone Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170188002_6-9-2_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 19HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Pond 33P: Underground Detention Inflow Primary Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)50 45 40 35 30 25 20 15 10 5 0 Inflow Area=5.940 ac Peak Elev=849.76' Storage=36,840 cf 46.55 cfs 16.79 cfs Type II 24-hr B2B 100 Rainfall=6.46" x 2Detention - 170188002_6-9-2_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 20HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.172 ac 100.00% Impervious Runoff Depth=12.68"Subcatchment 29S: Southwest Patio Area Tc=10.0 min CN=98 Runoff=1.38 cfs 0.182 af Runoff Area=4.460 ac 86.10% Impervious Runoff Depth=12.31"Subcatchment 31S: Proposed Tc=10.0 min CN=95 Runoff=35.78 cfs 4.575 af Runoff Area=1.480 ac 70.95% Impervious Runoff Depth=12.06"Subcatchment 41S: ROW Tc=5.0 min CN=93 Runoff=13.76 cfs 1.487 af Peak Elev=849.95' Storage=37,441 cf Inflow=47.54 cfs 6.062 afPond 33P: Underground Detention Outflow=21.36 cfs 6.062 af Total Runoff Area = 6.112 ac Runoff Volume = 6.244 af Average Runoff Depth = 12.26" 17.18% Pervious = 1.050 ac 82.82% Impervious = 5.062 ac Type II 24-hr B2B 100 Rainfall=6.46" x 2Detention - 170188002_6-9-2_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 21HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: Southwest Patio Area Runoff = 1.38 cfs @ 36.01 hrs, Volume= 0.182 af, Depth=12.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr B2B 100 Rainfall=6.46" x 2 Area (ac) CN Description * 0.172 98 0.172 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Direct Entry Subcatchment 29S: Southwest Patio Area Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr B2B 100 Rainfall=6.46" x 2 Runoff Area=0.172 ac Runoff Volume=0.182 af Runoff Depth=12.68" Tc=10.0 min CN=98 1.38 cfs Type II 24-hr B2B 100 Rainfall=6.46" x 2Detention - 170188002_6-9-2_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 22HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 31S: Proposed Runoff = 35.78 cfs @ 36.01 hrs, Volume= 4.575 af, Depth=12.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr B2B 100 Rainfall=6.46" x 2 Area (ac) CN Description 0.620 80 >75% Grass cover, Good, HSG D 3.840 98 Paved parking, HSG D 4.460 95 Weighted Average 0.620 13.90% Pervious Area 3.840 86.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Direct Entry Subcatchment 31S: Proposed Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)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 B2B 100 Rainfall=6.46" x 2 Runoff Area=4.460 ac Runoff Volume=4.575 af Runoff Depth=12.31" Tc=10.0 min CN=95 35.78 cfs Type II 24-hr B2B 100 Rainfall=6.46" x 2Detention - 170188002_6-9-2_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 23HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 41S: ROW [49] Hint: Tc<2dt may require smaller dt Runoff = 13.76 cfs @ 35.95 hrs, Volume= 1.487 af, Depth=12.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr B2B 100 Rainfall=6.46" x 2 Area (ac) CN Description 0.430 80 >75% Grass cover, Good, HSG D 1.050 98 Paved parking, HSG D 1.480 93 Weighted Average 0.430 29.05% Pervious Area 1.050 70.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 41S: ROW 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 B2B 100 Rainfall=6.46" x 2 Runoff Area=1.480 ac Runoff Volume=1.487 af Runoff Depth=12.06" Tc=5.0 min CN=93 13.76 cfs Type II 24-hr B2B 100 Rainfall=6.46" x 2Detention - 170188002_6-9-2_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 24HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Pond 33P: Underground Detention Inflow Area = 5.940 ac, 82.32% Impervious, Inflow Depth = 12.25" for B2B 100 event Inflow = 47.54 cfs @ 35.99 hrs, Volume= 6.062 af Outflow = 21.36 cfs @ 36.14 hrs, Volume= 6.062 af, Atten= 55%, Lag= 9.5 min Primary = 21.36 cfs @ 36.14 hrs, Volume= 6.062 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 849.95' @ 36.14 hrs Surf.Area= 7,811 sf Storage= 37,441 cf Plug-Flow detention time= 26.9 min calculated for 6.058 af (100% of inflow) Center-of-Mass det. time= 26.9 min ( 1,526.0 - 1,499.2 ) Volume Invert Avail.Storage Storage Description #1A 842.75' 13,412 cf 73.00'W x 107.00'L x 7.33'H Field A 57,281 cf Overall - 23,750 cf Embedded = 33,530 cf x 40.0% Voids #2A 843.25' 23,750 cf CMP Round 72 x 40 Inside #1 Effective Size= 72.0"W x 72.0"H => 28.27 sf x 20.00'L = 565.5 cf Overall Size= 72.0"W x 72.0"H x 20.00'L Row Length Adjustment= +5.00' x 28.27 sf x 8 rows #3 842.53' 693 cf 36.0" Round RCP_Round 36" L= 98.0' S= 0.0020 '/' 37,855 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 842.53'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 845.85'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 849.76'28.0" x 72.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=20.92 cfs @ 36.14 hrs HW=849.93' (Free Discharge) 1=Orifice/Grate (Orifice Controls 9.93 cfs @ 12.65 fps) 2=Orifice/Grate (Orifice Controls 7.16 cfs @ 9.11 fps) 3=Orifice/Grate (Weir Controls 3.83 cfs @ 1.35 fps) Type II 24-hr B2B 100 Rainfall=6.46" x 2Detention - 170188002_6-9-2_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 25HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Pond 33P: Underground Detention - Chamber Wizard Field A Chamber Model = CMP Round 72 (Round Corrugated Metal Pipe) Effective Size= 72.0"W x 72.0"H => 28.27 sf x 20.00'L = 565.5 cf Overall Size= 72.0"W x 72.0"H x 20.00'L Row Length Adjustment= +5.00' x 28.27 sf x 8 rows 72.0" Wide + 36.0" Spacing = 108.0" C-C Row Spacing 5 Chambers/Row x 20.00' Long +5.00' Row Adjustment = 105.00' Row Length +12.0" End Stone x 2 = 107.00' Base Length 8 Rows x 72.0" Wide + 36.0" Spacing x 7 + 24.0" Side Stone x 2 = 73.00' Base Width 6.0" Stone Base + 72.0" Chamber Height + 10.0" Stone Cover = 7.33' Field Height 40 Chambers x 565.5 cf +5.00' Row Adjustment x 28.27 sf x 8 Rows = 23,750.4 cf Chamber Storage 57,280.7 cf Field - 23,750.4 cf Chambers = 33,530.2 cf Stone x 40.0% Voids = 13,412.1 cf Stone Storage Chamber Storage + Stone Storage = 37,162.5 cf = 0.853 af Overall Storage Efficiency = 64.9% Overall System Size = 107.00' x 73.00' x 7.33' 40 Chambers 2,121.5 cy Field 1,241.9 cy Stone Type II 24-hr B2B 100 Rainfall=6.46" x 2Detention - 170188002_6-9-2_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 26HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Pond 33P: Underground Detention Inflow Primary Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)50 45 40 35 30 25 20 15 10 5 0 Inflow Area=5.940 ac Peak Elev=849.95' Storage=37,441 cf 47.54 cfs 21.36 cfs 170188002 – The Signature - Carmel Appendix D: Stormwater Quality Design City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 1 02/11/2020 Version 17.0 (Check http://www.indy.gov/eGov/City/DPW/Business/Specs/Pages/UpdatedStormWaterManual.aspx for current Selection Guide) Performance Matrix for Manufactured SQUs that are approved for use as post-construction water quality units in the City of Indianapolis and in compliance with the Stormwater Design and Construction Specifications Manual PLEASE NOTE: All SQUs shall be configured as off-line units unless approved for on-line use. On-line units must document the peak 10-year flow (per the Stormwater Design and Construction Specification Manual) is less than the approved maximum10-yr flow rate. Rate Based SQUs - Table 1 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) SC-3 0.39 N/A 9 SC-4 0.70 N/A 9 SC-5 1.09 N/A 9 SC-6 1.57 N/A 9 SC-7 2.14 N/A 9 SC-8 2.80 N/A 9 SC-9 3.54 N/A 9 SC-10 4.37 N/A 9 SC-11 5.29 N/A 9 SciClone1 SC-12 6.30 N/A 9 CDS-3 0.52 1.04 9 CDS-4 0.93 1.86 9 CDS-5 1.5 3.00 9 CDS-6 2.1 4.2 9 CDS-7 2.8 5.60 9 CDS-8 3.7 7.4 9 CDS-10 5.8 11.6 9 CDS Technologies1 CDS-12 8.4 16.8 9 DVS-36C 0.56 1.12 9 DVS-48C 1.00 2.00 9 DVS-60C 1.56 3.12 9 DVS-72C 2.25 4.50 9 DVS-84C 3.06 6.12 9 DVS-96C 4.00 8.00 9 DVS-120C 6.25 12.50 9 DVS1 DVS-144C 9.00 18.00 9 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 02/11/2020 Version 17.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 4-ft 1.12 2.95 9 6-ft 2.52 6.63 12 8-ft 4.49 11.81 15 10-ft 7.00 18.40 18 Hydro International Downstream Defender1 12 ft 10.08 26.51 21 3-ft 0.85 1.84 9 4-ft 1.5 3.24 9 5-ft 2.35 5.08 9 6-ft 3.38 7.30 9 7-ft 4.60 9.94 9 Hydro International First Defense High Capacity1 8-ft 6.00 12.96 9 HS-3 0.50 1.00 6 HS-4 0.88 1.76 6 HS-5 1.37 2.74 6 HS-6 1.98 3.96 6 HS-7 2.69 5.38 6 HS-8 3.52 7.04 6 HS-9 4.45 8.9 6 HS-10 5.49 10.98 6 HS-11 6.65 13.3 6 HydroStorm by Hydroworks, LLC1 HS-12 7.91 15.82 6 XC-2 0.57 1.16 6 XC-3 1.13 2.30 6 XC-4 1.86 3.79 6 XC-5 2.78 5.66 6 XC-6 3.88 7.90 6 XC-7 5.17 10.52 6 XC-8 6.64 13.51 6 XC-9 8.29 16.87 6 XC-10 10.13 20.62 6 XC-11 12.15 24.73 6 XC-12 14.35 29.20 6 AquaShield Aqua-Swirl Xcelerator1 XC-13 15.53 31.60 6 CS-4 1.80 4.03 9 CS-5 2.81 6.29 9 CS-6 4.05 9.07 9 CS-8 7.20 16.1 9 CS-10 11.3 25.3 9 Contech Cascade Separator CS-12 16.2 36.3 9 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 3 02/11/2020 Version 17.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 2-4 0.62 2.57 6 3-6 1.4 5.80 6 3-8 1.87 7.75 6 4-8 2.49 10.31 6 5-10 3.89 16.11 6 6-12 5.6 23.19 6 6-13.75 6.42 26.59 6 7-14 7.62 31.56 6 7-15 8.17 33.84 6 8-14 8.71 36.08 6 8-16 9.96 41.25 6 9-18 12.6 52.19 6 10-17 13.22 54.76 6 10-20 15.56 64.45 6 12-21 19.6 81.18 6 Oldcastle NSBB-HVT 12-24 22.4 92.78 6 AS-2 0.36 0.73 7 AS-3 0.71 1.44 7 AS-4 1.18 2.39 7 AS-5 1.46 2.96 7 AS-6 2.11 4.28 7 AS-7 2.87 5.82 7 AS-8 3.74 7.59 7 AS-9 4.73 9.59 7 AS-10 5.84 11.84 7 AS-11 7.07 14.34 7 AS-12 8.42 17.08 7 AquaShield Aqua Swirl AS-13 9.87 20.02 7 S3 0.70 1.40 10 S4 1.25 2.50 10 S5 1.95 3.90 10 S6 2.80 5.60 10 S8 5.00 10.00 10 ADS Barracuda S10 7.80 15.60 10 1 Installed in the configuration as reviewed by NJCAT only City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 4 02/11/2020 Version 17.0 Appendix I Design Treatment Flow Rate Determination For Table 1 SQUs Stormwater Quality Flow Rate Determination – Table 1 SQUs The design flow rate for manufactured stormwater quality units (SQUs) shall be determined using the SCS runoff methodology as outlined below. 1. Delineate the watershed basin(s) to be served by the proposed SQU(s). Tabulate the total impervious and pervious areas. Please note impervious and pervious area runoff rates MUST be calculated as separate basins. The sizing calculation assumes the impervious area is connected directly to the SQU and the Tc calculation must be adjusted for this assumption (i.e. no flow over grass) for the impervious basin. This can be accomplished by creating two basins, one with an area equivalent to the total impervious area and the other with an area equivalent to the total pervious area of the delineated watershed to be served by the SQU. 2. Determine the time-of-concentration (Tc) using the TR-55 methodology (Worksheet 3, Chapter 200 Appendix of the City of Indianapolis Stormwater Specifications Manual) for each basin. A minimum 5-minute Tc may be assumed for the impervious basin. 3. Calculate the curve numbers (CN) for each basin, using CN=98 for the impervious basin. 4. Determine the peak discharge from the 0.3-inch storm using the appropriate Huff, 50% rainfall distribution (Storm duration 0 up to and including 6 hrs – 1st Quartile, 6.1 to 12 hrs – 2nd Quartile, 12.1 to 24 hrs – 3rd Quartile. See Table below for Huff ordinates.). A single hydrograph for each basin should be determined and all basin hydrographs added to determine the peak flow. Storm durations of 15-, 30- and 45 minutes as well as 1-, 2-, 3- 6- 12- and 24- hours should be checked to determine the peak SQU flow. City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 5 02/11/2020 Version 17.0 Huff Ordinates Table IA Indianapolis Huff Quartile % Storm Time 1st Quartile 2nd Quartile 3rd Quartile 4th Quartile 0 0.00 0.00 0.00 0.00 10 20.00 6.50 5.26 6.67 20 40.80 18.13 11.55 14.25 30 54.95 35.85 17.06 20.00 40 62.50 52.94 24.24 26.09 50 68.75 67.86 37.78 33.33 60 76.67 76.52 58.33 40.00 70 83.05 83.81 78.03 50.00 80 89.70 90.67 88.68 68.57 90 95.00 95.89 95.29 88.37 100 100.00 100.00 100.00 100.00 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 6 02/11/2020 Version 17.0 Appendix II O&M Manual Checklist In addition to the requirements listed in Section 102.06 of the Stormwater Specifications Manual, the following notes / maintenance items should be included in the Operations and Maintenance Manual (O & M Manual): _____ 1. Owner name, address, business phone number, home phone number, email address, cellular phone number. _____ 2. Site drawings (8½” by 11” or 11” by 17”), showing both plan and cross-section views, showing the infrastructure and applicable features, including dimensions, easements, outlet works, forebays, all water quality and quantity features, inspection and maintenance features (ports, access drives, etc.), signage, etc., as well as an overall site map of the development showing all structures. _____ 3. A stormwater management easement is required for each facility. The easement must include the BMP, all outlet structures and access to the BMP. _____ 4. Requirement of owner to perform periodic inspections and maintenance, annually at minimum and as necessary to confirm the system is functioning as designed and permitted; _____ 5. Frequency of required inspection and maintenance for each BMP; _____ 6. Requirement of owner to keep records of inspections and maintenance activities; _____ 7. Requirement of owner to self-certify when requested by the City that inspections and maintenance was performed according to the O&M Manual; _____ 8. Requirement of the owner to remove and replace filter media as need, determined by infiltration rate, drain down time, percolation test, etc. _____ 9. The maximum sediment depth should be clearly specified, e.g. 8” based on the table above. _____ 10. Graphical and written description of sediment measuring procedure. This should include the use of a dipstick tube equipped with a ball valve (e.g. Sludge Judge). _____ 11. Oil and other floatable materials removal procedure during routine cleanout. _____ 12. The O & M Manual should specify if entry into the SQU should be considered an OSHA confined space and guidelines followed. City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 7 02/11/2020 Version 17.0 _____ 13. A minimum inspection and maintenance frequency of annually should be specified in the narrative and the tabular inspection schedule. _____ 14. Off-line configurations must include inspection and maintenance of connecting manhole and diversion weir. _____ 15. Detail drawing of proposed SQU, including floating debris capture device where applicable, should be included. _____ 16. Note in the manual to clean unit immediately if there is a hydrocarbon spill (e.g. gasoline or oil). _____ 17. The use of adsorbents should be addressed as appropriate. _____ 18. A note should be provided indicating disposal of all sediment must be in accordance with all federal, state and local requirements and should NOT be dumped into the storm sewer or a sanitary sewer. _____ 19. Other specific requirements per the manufacturer’s recommendations. Plan Checklist The following items should be specified on all plans referencing a SQU submitted for approval by the City of Indianapolis: _____ 1. The minimum cover requirement as specified by the Stormwater Specifications Manual should be shown on the details for all connecting pipes. _____ 2. A minimum 6” stone base should be shown on the detail. _____ 3. The backfill should be specified as required by the manufacturer. _____ 4. Detail drawing of each SQU model, including floating debris capture device as applicable, per the manufacturer should be included on plans. _____ 5. Detail of connecting structures and diversion for off-line configurations should be included. _____ 6. A minimum 24” access opening must be shown. _____ 7. All construction plans shall show the SQUs installed with one inlet and one outlet pipe approximately 180 degrees apart unless the design report includes documentation the unit was tested by NJCAT and certified by NJDEP for the proposed layout. The inclusion of surface inlets must also include the testing and certification documentation. City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 8 02/11/2020 Version 17.0 Drainage Report Checklist The following requirements should be addressed in drainage design reports: _____ 1. The design storm must not create a hydraulic tailwater condition on the SQU. A first flush hydraulic gradeline evaluation should be included in the report. _____ 2. The design storm should be the peak runoff for a 0.3-inch rainfall depth using the appropriate Huff, 50% rainfall distribution. The contributing watershed should be modeled with the pervious and impervious areas inputted as separate areas (i.e. not combined using a single curve number.) _____ 3. The 10-yr pipe capacity up- and downstream of all water quality structures should be documented with calculations to demonstrate the water surface for the 10-yr storm is below the crown of the pipe as required by the Stormwater Specifications Manual. _____ 4. Diversion structure design should be documented with calculations as appropriate. _____ 5. Buoyancy shall be addressed in the report. _____ 6. Traffic loading requirements should be addressed in the report. D2 Land & Water Resource, Inc. EROSION CONTROL – GEOSYNTHETICS – POROUS PAVEMENT SEDIMENT CONTROL – STORM WATER MANAGEMENT 800 597-2180 fax 317 917-2181 www.D2LWR.com info@D2LWR.com D2 Land & Water Resource, Inc. EROSION CONTROL – GEOSYNTHETICS – POROUS PAVEMENT SEDIMENT CONTROL – STORM WATER MANAGEMENT 800 597-2180 fax 317 917-2181 www.D2LWR.com info@D2LWR.com Detention - 170188002 Printed 3/31/2021Prepared by Kimley-Horn Page 1HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1 Inch-24 Hrs Type II 24-hr Default 24.00 1 1.00 2 Type II 24-hr 1 Inch-24 Hrs Rainfall=1.00"Detention - 170188002 Printed 3/31/2021Prepared by Kimley-Horn Page 2HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: Aquaswirl DA Runoff = 3.73 cfs @ 12.01 hrs, Volume= 0.217 af, Depth= 0.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Inch-24 Hrs Rainfall=1.00" Area (ac) CN Description * 3.300 98 3.300 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Direct Entry Subcatchment 28S: Aquaswirl DA Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type II 24-hr 1 Inch-24 Hrs Rainfall=1.00" Runoff Area=3.300 ac Runoff Volume=0.217 af Runoff Depth=0.79" Tc=10.0 min CN=98 3.73 cfs 170188002 – The Signature - Carmel Appendix E: Storm Sewer Design OLD MERIDI AN ST OLD ME RIDIAN ST MAIN ST MAIN ST LOADING ZONE OHEFIB FIB FIB FIB FIB FIB W W W W W FIBFIB FIB FIBUGE TTRTT SS D D D TD T D D TR T T S D S S F SD SD SDSDSSSSSST T GAS GAS FIBFIBFIBFIBFIBWMarch 31, 2021 THE SIGNATURE - CARMEL PROPOSED STORM SEWER MAP NORTH Detention - 170188002 Printed 2/18/2021Prepared by Kimley-Horn and Associates Page 1HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 3.420 98 (6S) 3.420 98 TOTAL AREA Type II 24-hr 1 Inch-24 Hrs Rainfall=1.00"Detention - 170188002 Printed 2/18/2021Prepared by Kimley-Horn and Associates Page 2HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Qwq-2 Runoff = 3.86 cfs @ 12.01 hrs, Volume= 0.225 af, Depth= 0.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Inch-24 Hrs Rainfall=1.00" Area (ac) CN Description * 3.420 98 3.420 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Direct Subcatchment 6S: Qwq-2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type II 24-hr 1 Inch-24 Hrs Rainfall=1.00" Runoff Area=3.420 ac Runoff Volume=0.225 af Runoff Depth=0.79" Tc=10.0 min CN=98 3.86 cfs Worksheet for 36" Outlet Pipe Capacity Project Description Manning FormulaFriction Method DischargeSolve For Input Data 0.013Roughness Coefficient ft/ft0.001Channel Slope in36.0Normal Depth in36.0Diameter Results cfs24.95Discharge ft²7.1Flow Area ft9.4Wetted Perimeter in9.0Hydraulic Radius ft0.00Top Width in19.3Critical Depth %100.0Percent Full ft/ft0.004Critical Slope ft/s3.53Velocity ft0.19Velocity Head ft3.19Specific Energy (N/A)Froude Number cfs26.84Maximum Discharge cfs24.95Discharge Full ft/ft0.001Slope Full UndefinedFlow 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 in36.0Normal Depth in19.3Critical Depth ft/ft0.001Channel Slope ft/ft0.004Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/9/2021 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution Center36 Pipe Capacity.fm8 OLD MERIDIAN STLOADING ZONEW W W WW W W GASGASTD D T S D SDSDSDSDSDSD SD SD SSSSSSSST T FIBFIBFIBFIBFIBFIBFIBFIBFIBJune 9, 2021 THE SIGNATURE - CARMEL FLOOD ROUTE EXHIBIT NORTH OLD MERIDIAN ST MAIN ST MAIN ST LOADING ZONEOHE OHE OHE W GASFIBFIBFIBFIB FIB FIB FIB FIB FIB FIB FIB FIB FIB FIB W W WW W W WW FIBFIBFIBFI B FIB FIB FIB FIB FIB FIB UGE UGE GASGASGASGASGAS GAS GAST TR T TSS D D D T D T D D TR T S S F SD SD SDSDSD SDSDSDSDSD SD SD SD SD SD SSSSSSSSGASGASGASGAS GAS WFIBFIBFIBFIBWWWGASGASJune 9, 2021 THE SIGNATURE - CARMEL FLOOD ROUTE EXHIBIT NORTH