Loading...
HomeMy WebLinkAbout170286000.2023-11-06.Sycamore House_Drainage Report170286000 – Sycamore Creek Sycamore Creek 10404 Ditch Road Carmel, IN 46032 Drainage Report June 20, 2022 Revised: November 10, 2023 Prepared For: Cushman Wakefield One American Square, Ste 1300 Indianapolis, IN 46282 Prepared By: Kimley-Horn and Associates, Inc. Andy Taylor, PE, LEED AP, CFM Kaleb Sondgerath, PE 250 East 96th Street, Suite 580 Indianapolis, IN 46240 Phone: (317) 218-9560 Page 1 of 49 170286000 – Sycamore Creek 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 Conditions Appendix C: Stantec Creek Improvements Appendix D: Compensatory Volume Calculations Appendix E: Stantec Creek Improvements Page 2 of 49 170286000 – Sycamore Creek 1.0 Project Summary Project Name: Sycamore Creek Location: 10404 Ditch Road, Carmel, IN Report Type: Drainage Report Reviewing Agency: City of Carmel Storm Sewer Sizing: N/A Basin Runoff Calculations: USDA NRCS TR-55 Stormwater Quality: N/A Stormwater Quantity: Compensatory Storage Design Standards: City of Carmel Stormwater Technical Manual 2.0. Introduction Kimley-Horn and Associates, Inc. has been retained by Cushman Wakefield to provide civil engineering services for the Sycamore Creek House located at 10404 Ditch Road in Carmel, Indiana. The project consists of the redevelopment of a single-family lot with a proposed home and barn as well as utility service connections. The property currently drains to an existing floodway running through the site. 3.0. Existing Conditions FEMA According to FEMA Flood Insurance Rate Maps 18057C0208G dated November 19, 2014 provided in Appendix A, a portion of the site resides within “Zone AE” which corresponds to areas determined to be inside 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 Crosby silt loam (YclA), Miami silt loam (YmsB2) and Shoals silt loam (Sh). Refer to Appendix A for the NRCS Web Soil Survey information. Existing Site Features The total existing site consists of an existing single-family lot approximately 10.00 acres in size. The entire development currently drains via sheet and shallow concentrated flows to the center of the parcel to a floodway flowing east to Ditch Road. The table below indicates the existing runoff from the site for the 10-, and 100-year storm events using HydroCAD Stormwater Modeling (Refer to Appendix B for existing drainage calculations). 10-year 100-year Existing Peak Discharge 14.07 cfs 30.77 cfs Page 3 of 49 170286000 – Sycamore Creek 4.0. Proposed Conditions The proposed site will remain draining via sheet and shallow concentrated flow to the existing floodway running through the site. To ensure there are no adverse impacts from the development, the required detention volume for the site impervious area was calculated using the allowable discharge of 0.10 cfs/acre for the 10-year storm and 0.30 cfs/acre for the 100-year storm. The total impervious area for the proposed development was 1.29 acres. Therefore, a total of 1.29 acres were used to determine the allowable discharge rates. The Table below summarizes the proposed runoff from the site using the SCS Curve Number method and HydroCAD Stormwater Modeling (Refer to Appendix B for calculations). Storm Event Allowable Release Rate Proposed Release Rate Storage Volume 10-YEAR 0.13 cfs 0.12 cfs 0.28 ac-ft 100-YEAR 0.39 cfs 0.36 cfs 0.45 ac-ft Per discussions with the City of Carmel, compensatory storage may be provided in lieu of detention. Therefore, compensatory storage is proposed along the south of the existing floodway within the floodplain (Refer to Appendix D for calculations). The south compensatory storage consists of a wet pond where the proposed compensatory storage is the volume above normal pool and below the BFE resulting in a total volume of 0.68 ac-ft. Additionally, Stantec Engineering is preforming creek improvements that add an additional 0.31 ac-ft of compensatory storage within the floodway. Refer to Appendix E for Stantec Creek Improvements. The Table below summarizes the proposed compensatory storage volume provided. Required Compensatory Storage 0.45 ac-ft Proposed Compensatory Storage 0.99 ac-ft Additional State or Federal Permits The proposed development will need an IDEM CGSP Notice of Intent for land disturbance as well as a USACOE/IDEM Section 401/404 Water Quality Permits for the outlet to Sycamore Creek. 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. Page 4 of 49 170286000 – Sycamore Creek Appendix A: Project Site Maps Page 5 of 49 Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/1/2022 Page 1 of 344211504421190442123044212704421310442135044213904421150442119044212304421270442131044213504421390569430569470569510569550569590569630569670569710569750569790 569430 569470 569510 569550 569590 569630 569670 569710 569750 569790 39° 56' 23'' N 86° 11' 14'' W39° 56' 23'' N86° 10' 58'' W39° 56' 15'' N 86° 11' 14'' W39° 56' 15'' N 86° 10' 58'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 50 100 200 300 Feet 0 25 50 100 150 Meters Map Scale: 1:1,730 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. Page 6 of 49 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 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. Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/1/2022 Page 2 of 3 Page 7 of 49 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI CrA Crosby silt loam, fine-loamy subsoil, 0 to 2 percent slopes 0.4 3.9% MmC2 Miami silt loam, 6 to 12 percent slopes, eroded 2.5 23.8% MmD2 Miami silt loam, 12 to 18 percent slopes, eroded 0.0 0.1% Sh Shoals silt loam, 0 to 2 percent slopes, frequently flooded, brief duration 5.2 50.0% YbvA Brookston silty clay loam- Urban land complex, 0 to 2 percent slopes 0.0 0.1% YclA Crosby silt loam, fine-loamy subsoil-Urban land complex, 0 to 2 percent slopes 0.4 4.2% YmsB2 Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded 1.9 17.9% Totals for Area of Interest 10.3 100.0% Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/1/2022 Page 3 of 3 Page 8 of 49 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 6/1/2022 at 8:04 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°11'26"W 39°56'33"N 86°10'49"W 39°56'5"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 Page 9 of 49 170286000 – Sycamore Creek Appendix B: Existing Conditions Page 10 of 49 LEGEND August 3, 2022 SYCAMORE RESIDENCE DRAINAGE BASINS - EXISTING CONDITIONS CARMEL, INDIANA 0'80'160'NORTHPage 11 of 49 PROJECT: BY: DATE: Hydrologic Group % A 0.0% B 0.0% C 42.1% D 57.9% Total 100.0% Soil Group Weighted Runoff Coefficient C Actual Soil Group Next Less Impervious Soil Group Undeveloped Wooded Good Cover 0.20 74 77 Undeveloped Wooded Thin Stand 0.25 80 83 Fully Developed Open Space Good Condition (>75% Cover)0.85 77 80 Fully Developed Impervious Paved 0.90 98 98 Fully Developed Impervious Rooftop 0.95 98 98 Water Pond or Lake -1.00 100 100 Weighted CN Weighted CN Wooded - Good Cover Wooded - Thin Stand Open Space - Good Condition (>75% Cover)Impervious - Paved Impervious - Rooftop Pond or Lake Total Actual Soil Group Next Less Impervious Soil Group EXISTING 3.38 2.84 3.19 0.46 0.13 -10.00 0.46 78 81 Sycamore Residence NRK 3-Aug-22 Site Soil Weighted C Cover Type Condition Basin Soil Group Weighted CN Area (ac) Page 12 of 49 Type II 24-hr 10YR 24HR Rainfall=3.83"170286000_Drainage_NRK_2022-08-03 Printed 8/3/2022Prepared by Kimley-Horn & Associates Page 1HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Existing Runoff = 14.07 cfs @ 12.37 hrs, Volume= 1.502 af, Depth> 1.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10YR 24HR Rainfall=3.83" Area (ac) CN Description * 10.000 81 10.000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 39.9 Direct Entry, Subcatchment 1S: Existing Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Runoff=14.07 cfs @ 12.37 hrs Type II 24-hr 10YR 24HR Rainfall=3.83" Runoff Area=10.000 ac Runoff Volume=1.502 af Runoff Depth>1.80" Tc=39.9 min CN=81 14.07 cfs @ 12.37 hrs Page 13 of 49 Type II 24-hr 100YR 24HR Rainfall=6.46"170286000_Drainage_NRK_2022-08-03 Printed 8/3/2022Prepared by Kimley-Horn & Associates Page 2HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Existing Runoff = 30.77 cfs @ 12.36 hrs, Volume= 3.310 af, Depth> 3.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100YR 24HR Rainfall=6.46" Area (ac) CN Description * 10.000 81 10.000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 39.9 Direct Entry, Subcatchment 1S: Existing Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Runoff=30.77 cfs @ 12.36 hrs Type II 24-hr 100YR 24HR Rainfall=6.46" Runoff Area=10.000 ac Runoff Volume=3.310 af Runoff Depth>3.97" Tc=39.9 min CN=81 30.77 cfs @ 12.36 hrs Page 14 of 49 170286000 – Sycamore Creek Appendix C: Proposed Basin Conditions Page 15 of 49 June 20, 2022 SYCAMORE CREEK PROPOSED IMPERVIOUS AREA NORTH Page 16 of 49 7S TOTAL IMPERVIOUS 9P POND (TOTAL IMP) Routing Diagram for Detention Modeling Prepared by Kimley-Horn & Associates, Printed 6/20/2022 HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link Page 17 of 49 Detention Modeling Printed 6/20/2022Prepared 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 1 010 Yr-24 Hr Type II 24-hr Default 24.00 1 3.83 2 2 100 Yr-24 Hr Type II 24-hr Default 24.00 1 6.46 2 Page 18 of 49 Detention Modeling Printed 6/20/2022Prepared by Kimley-Horn & Associates Page 3HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 1.290 98 (7S) 1.290 98 TOTAL AREA Page 19 of 49 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"Detention Modeling Printed 6/20/2022Prepared by Kimley-Horn & Associates Page 4HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.04 hrs, 1801 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=1.290 ac 100.00% Impervious Runoff Depth=3.60"Subcatchment 7S: TOTAL IMPERVIOUS Tc=5.0 min CN=98 Runoff=7.16 cfs 0.387 af Peak Elev=2.40' Storage=0.280 af Inflow=7.16 cfs 0.387 afPond 9P: POND (TOTAL IMP) Outflow=0.12 cfs 0.371 af Total Runoff Area = 1.290 ac Runoff Volume = 0.387 af Average Runoff Depth = 3.60" 0.00% Pervious = 0.000 ac 100.00% Impervious = 1.290 ac Page 20 of 49 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"Detention Modeling Printed 6/20/2022Prepared by Kimley-Horn & Associates Page 5HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: TOTAL IMPERVIOUS Runoff = 7.16 cfs @ 11.95 hrs, Volume= 0.387 af, Depth= 3.60" Routed to Pond 9P : POND (TOTAL IMP) 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 * 1.290 98 1.290 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 7S: TOTAL IMPERVIOUS Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Runoff Area=1.290 ac Runoff Volume=0.387 af Runoff Depth=3.60" Tc=5.0 min CN=98 7.16 cfs Page 21 of 49 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"Detention Modeling Printed 6/20/2022Prepared by Kimley-Horn & Associates Page 6HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Pond 9P: POND (TOTAL IMP) Inflow Area = 1.290 ac,100.00% Impervious, Inflow Depth = 3.60" for 010 Yr-24 Hr event Inflow = 7.16 cfs @ 11.95 hrs, Volume= 0.387 af Outflow = 0.12 cfs @ 15.89 hrs, Volume= 0.371 af, Atten= 98%, Lag= 236.2 min Primary = 0.12 cfs @ 15.89 hrs, Volume= 0.371 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Peak Elev= 2.40' @ 15.89 hrs Surf.Area= 0.200 ac Storage= 0.280 af Plug-Flow detention time= 1,204.4 min calculated for 0.371 af (96% of inflow) Center-of-Mass det. time= 1,178.7 min ( 1,926.6 - 747.9 ) Volume Invert Avail.Storage Storage Description #1 1.00' 0.800 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 1.00 0.200 0.000 0.000 5.00 0.200 0.800 0.800 Device Routing Invert Outlet Devices #1 Primary 1.00'12.0" Round Culvert L= 50.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 1.00' / 0.84' S= 0.0032 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 1.00'2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 2.40'3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.12 cfs @ 15.89 hrs HW=2.40' (Free Discharge) 1=Culvert (Passes 0.12 cfs of 2.69 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.12 cfs @ 5.53 fps) 3=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.12 fps) Page 22 of 49 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"Detention Modeling Printed 6/20/2022Prepared by Kimley-Horn & Associates Page 7HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Pond 9P: POND (TOTAL IMP) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=1.290 ac Peak Elev=2.40' Storage=0.280 af 7.16 cfs 0.12 cfs Page 23 of 49 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"Detention Modeling Printed 6/20/2022Prepared by Kimley-Horn & Associates Page 8HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.04 hrs, 1801 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=1.290 ac 100.00% Impervious Runoff Depth=6.22"Subcatchment 7S: TOTAL IMPERVIOUS Tc=5.0 min CN=98 Runoff=12.14 cfs 0.669 af Peak Elev=3.27' Storage=0.453 af Inflow=12.14 cfs 0.669 afPond 9P: POND (TOTAL IMP) Outflow=0.36 cfs 0.645 af Total Runoff Area = 1.290 ac Runoff Volume = 0.669 af Average Runoff Depth = 6.22" 0.00% Pervious = 0.000 ac 100.00% Impervious = 1.290 ac Page 24 of 49 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"Detention Modeling Printed 6/20/2022Prepared by Kimley-Horn & Associates Page 9HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: TOTAL IMPERVIOUS Runoff = 12.14 cfs @ 11.95 hrs, Volume= 0.669 af, Depth= 6.22" Routed to Pond 9P : POND (TOTAL IMP) 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 * 1.290 98 1.290 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 7S: TOTAL IMPERVIOUS Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)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=1.290 ac Runoff Volume=0.669 af Runoff Depth=6.22" Tc=5.0 min CN=98 12.14 cfs Page 25 of 49 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"Detention Modeling Printed 6/20/2022Prepared by Kimley-Horn & Associates Page 10HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Pond 9P: POND (TOTAL IMP) Inflow Area = 1.290 ac,100.00% Impervious, Inflow Depth = 6.22" for 100 Yr-24 Hr event Inflow = 12.14 cfs @ 11.95 hrs, Volume= 0.669 af Outflow = 0.36 cfs @ 13.79 hrs, Volume= 0.645 af, Atten= 97%, Lag= 110.1 min Primary = 0.36 cfs @ 13.79 hrs, Volume= 0.645 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.04 hrs Peak Elev= 3.27' @ 13.79 hrs Surf.Area= 0.200 ac Storage= 0.453 af Plug-Flow detention time= 999.9 min calculated for 0.644 af (96% of inflow) Center-of-Mass det. time= 978.0 min ( 1,717.0 - 739.0 ) Volume Invert Avail.Storage Storage Description #1 1.00' 0.800 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 1.00 0.200 0.000 0.000 5.00 0.200 0.800 0.800 Device Routing Invert Outlet Devices #1 Primary 1.00'12.0" Round Culvert L= 50.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 1.00' / 0.84' S= 0.0032 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 1.00'2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 2.40'3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.36 cfs @ 13.79 hrs HW=3.27' (Free Discharge) 1=Culvert (Passes 0.36 cfs of 4.30 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.16 cfs @ 7.12 fps) 3=Orifice/Grate (Orifice Controls 0.20 cfs @ 4.15 fps) Page 26 of 49 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"Detention Modeling Printed 6/20/2022Prepared by Kimley-Horn & Associates Page 11HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Pond 9P: POND (TOTAL IMP) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.290 ac Peak Elev=3.27' Storage=0.453 af 12.14 cfs 0.36 cfs Page 27 of 49 170286000 – Sycamore Creek Appendix D: Compensatory Volume Calculations Page 28 of 49 August 1, 2022 SYCAMORE CREEK RESIDENCE COMPENSATORY STORAGE EXHIBIT CARMEL, INDIANA 0'80'160'NORTHPage 29 of 49 SECTION LEGEND August 1, 2022 SYCAMORE CREEK RESIDENCE SOUTH COMPENSATORY STORAGE EXHIBIT CARMEL, INDIANA 0'30'60'NORTHPage 30 of 49 SECTION LEGEND 0'30'60' August 1, 2022 SYCAMORE CREEK RESIDENCE SOUTH COMPENSATORY STORAGE EXHIBIT CARMEL, INDIANA NORTH SOUTH VOLUME: 0.68 AC-FT Page 31 of 49 170286000 – Sycamore Creek Appendix E: Stantec Creek Improvements Page 32 of 49 Project Location Date Start Station End Station Bank Length (ft) Area Cut (ft2) Area Fill (ft2) Net Area (Cut-Fill) (ft2) Net Volume (CY) 100+12 100+75 Both 63 20.5 -9.1 11.4 26.6 101+86 103+00 Both 114 49 -5 44 185.8 103+00 104+80 Left 180 20 -5.1 14.9 99.3 104+39 106+14 Right 175 13 13 84.3 106+10 106+60 Both 50 14 -5 9 16.7 106+70 107+70 Both 100 14 14 51.9 107+70 108+15 Both 45 14 -8 6 10.0 108+15 108+62 Both 47 14 14 24.4 158.5 -32.2 126.3 498.9 10404 Ditch Road, Carmel IN Spring Mill Run Stream Restoration Total Stream Restoration Estimated Cut 11/1/2023 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Page 33 of 49 Page 34 of 49 Page 35 of 49 Page 36 of 49 Page 37 of 49 Page 38 of 49 Page 39 of 49 Page 40 of 49 Page 41 of 49 Page 42 of 49 Page 43 of 49 Page 44 of 49 Page 45 of 49 Page 46 of 49 Page 47 of 49 Page 48 of 49 Page 49 of 49