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Home My WebLink About10475 Hussey Lane Drainage TIR 09-20-19Stormwater Technical Information Report For: Proposed Single Family Residence 10475 Hussey Lane Carmel, Indiana 46032 Job #: 19-01-01 Date: 09/20/2019 Prepared for: Hoss Building Group, Inc. 11825 Broadway Street Carmel, IN 46236 Steve Hoss – 317.823.9788 Prepared by: Red Barn Engineering Company Chris Hinkle, PE 317 -677-6797 Chris@RedBarnEngineeringCo.com TABLE OF CONTENTS Section I: Project Description A. Project Title B. Project Description C. Project Parameters D. Design Method and Criteria E. Summary of Proposed Flow rates F. References Section II: Appendix A. Soils Map B. FEMA Map C. Existing Conditions Exhibit D. Proposed Conditions Exhibit E. Runoff Calculations Including: 1. Basin C Factor Calculations 2. Basin Release Rates 3. Water Quality Calculations Page 1 09/20/19 Section I: Project Description A. Project Title New Single Family Residence B. Project Description This project is located at 10745 Hussey Lane in Clay Township, Hamilton County, Carmel, Indiana. The site is approximately 13.2+/- acres with the proposed disturbed area being approximately 6.0 acres. The site is currently a combination of wooded and meadow areas. The proposed development of the site will consist of the construction of a single family residence along with a couple of associated out buildings. There will be a new driveway, parking areas, pool, and pond constructed along with the main residence. A majority of the proposed runoff from the disturbed area will be routed through a new drainage system and to the proposed wet pond located to the south of the main residence. C. Project Parameters Zoning This site is currently zoned I-3 and I-4 (Industrial District). The I-3 and I-4 zoning designation permits industrial development. The existing land uses and zoning adjacent to the site are as follows: North: Residential, S-2 West: Residential, S-1 South: Residential, S-2 East: Residential, S-2 Soil Type Soil maps from the United States Department of Agriculture, Soil Conservation Service, identify the site as having Miami soils (MmB2, MoC3, and MoD3) and Shoals silt loam (Sh), 0 to 2 percent slopes. The Miami soils are a part of Hydrologic Soil Group B and the Shoals soils are a part of Hydrologic Soil Group C. Watershed The site is located within the White River watershed and within the Williams Creek watershed. The 14-digit Hydrologic Unit Code is 05120201090060. The site is located in Zone X and Zone AE per Flood Map Panel 041 of the Flood Insurance Rate Map for Hamilton County, (FIRM Number 18097C0041 F), dated April 19, 2016. D. Design Methods and Criteria The stormwater management calculations have been performed based on the criteria available from the City of Carmel Stormwater Technical Standards Manual. The intent of the stormwater design is to restrict the proposed runoff rates to ensure they are in accordance with the City of Carmel Technical Standards Manual. All calculations referred to in this report can be found in the Appendix of this report. The Rational Method has been used to generate runoff from the developed watershed and for the proposed stormwater detention calculations. Factors involved in the use of this method are the area of the watershed, the runoff coefficient, the time of concentration, and Page 2 09/20/19 the associated rainfall intensity for the selected rainfall event. The runoff coefficient is estimated based on the proposed land use. Pre-Developed Conditions: Existing storm water runoff from the project area generally sheet drains from the northwest to southeast corner of the property. Williams Creek runs just to the east of the property and the majority of the site drains directly to Williams Creek. Post-Developed Conditions: The proposed development of the site will consist of the construction of a single family resi- dence on the site. A new wet pond will be constructed to the south of the residence. The runoff form the proposed improvements will be collected in foundation drains, roof drains, and swales and routed to the proposed wet pond. The goal of the proposed management plan is to reduce the overall runoff from the site in accordance with the guidelines set forth in the City of Carmel Stormwater Technical Stand- ards Manual. The proposed watershed for the development encompasses 4.70 acres. The proposed 10-year runoff will be detained to the 0.1 cfs/acre (0.47 cfs) rate and the proposed 100-year runoff will be detained to the 0.3 cfs/acre (1.41 cfs) rate. Runoff from the proposed site will be collected in the stormwater collection systems throughout the site and routed to the proposed wet pond. The proposed release rate from the pond will be controlled with a 6” diameter pipe. The detention calculation requires a 4” diameter pipe, but as noted in the City of Carmel Stormwater Technical Standards Manual, the minimum size of the outlet pipe is 6”. Runoff from the pond will be discharged onto the ground just to the southeast of the pond where it will eventually make its way to the south- east and into Williams Creek. A 2.5” diameter outlet pipe will provide water quality for the proposed wet pond. This pipe will be set at the normal pool elevation (801.0) and will outlet to the southeast to the same location as the main pond outlet. In addition to the two main pond outlet pipes, a 25’ wide spillway will be constructed to allow the pond to overtop and release 1.25 x the proposed 100-year flow from the project site. E. Summary of Proposed Flowrates: Post-Developed Runoff (with 4” outlet pipe design): 100yr. = 0.33 cfs The proposed wet pond has been designed in accordance with the City of Carmel Storm- water Technical Standards Manual for both water quantity and water quality. Therefore, there is no negative impact expected from this proposed project. F. References 1. Herpicc Stormwater Drainage Manual – Revised July 1995. 2. Hamilton County Soil Survey – National Resources Conservation Service. 3. City of Carmel Storm water Design and Construction Manual (Updated 2017). 4. National Flood Insurance Program - Federal Emergency Management Agency. Page 3 09/20/19 SECTION II: APPENDIX Page 4 09/20/19 Soil Map—Hamilton County, Indiana (10475 Hussey Lane) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/19/2019 Page 1 of 344206704420710442075044207904420830442087044209104420950442099044210304420670442071044207504420790442083044208704420910442095044209904421030570890570930570970571010571050571090571130571170 570890 570930 570970 571010 571050 571090 571130 571170 39° 56' 11'' N 86° 10' 13'' W39° 56' 11'' N86° 10' 1'' W39° 55' 59'' N 86° 10' 13'' W39° 55' 59'' N 86° 10' 1'' 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: 1:1,880 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. Page 5 09/20/19 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 19, Sep 7, 2018 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 (10475 Hussey Lane) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/19/2019 Page 2 of 3Page 609/20/19 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI MmB2 Miami silt loam, 2 to 6 percent slopes, eroded 2.2 17.0% MoC3 Miami clay loam, 6 to 12 percent slopes, severely eroded 0.5 3.9% MoD3 Miami clay loam, 12 to 18 percent slopes, severely eroded 2.6 20.8% Sh Shoals silt loam, 0 to 2 percent slopes, frequently flooded, brief duration 7.4 58.2% Totals for Area of Interest 12.7 100.0% Soil Map—Hamilton County, Indiana 10475 Hussey Lane Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/19/2019 Page 3 of 3 Page 7 09/20/19 USGS The National Map: Orthoimagery. Data refreshed April, 2019. National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250Feet Ü86°10'30.21"W 39°56'21.51"N 86°9'52.75"W 39°55'53.93"N 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 Depth Zone 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 mile Zone X Future Conditions 1% AnnualChance Flood Hazard Zone XArea with Reduced Flood Risk due toLevee. See Notes.Zone X Area with Flood Risk due to Levee Zone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood Hazard Zone D Channel, Culvert, or Storm SewerLevee, Dike, or Floodwall Cross Sections with 1% Annual Chance17.5 Water Surface ElevationCoastal Transect Coastal Transect BaselineProfile BaselineHydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of StudyJurisdiction 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 theauthoritative NFHL web services provided by FEMA. This mapwas exported on 9/20/2019 at 4:11:52 PM 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 mapelements 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 forunmapped and unmodernized areas cannot be used forregulatory purposes. Legend OTHER AREAS OFFLOOD HAZARD OTHER AREAS GENERALSTRUCTURES OTHERFEATURES MAP PANELS 8 1:6,000 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.Page 809/20/19 EXISTING BASIN 204,550 SF EXISTING DRAINAGE BASINS 10475 HUSSEY LANE CARMEL, IN 46032 Red Barn Engineering Company, LLC Civil Engineering Consulting Services 317.677.6797 Chris@RedBarnEngineeringCo.com SCALE: 1"=120' 09/20/19 Page 9 09/20/19 WELL FOR POND PROPOSED NATIVE STREAM BUFFER PRESERVATION EASEMENTSIGNAGE TO BE BE PLACEDALONG BORDER OF EASEMENTENTIRE EASEMENT TO BE BE PLANTED IN NATIVE SEEDINGPROPOSED NATIVE STREAM BUFFER PRESERVATION EASEMENTSIGNAGE TO BE BE PLACEDENTIRE EASEMENT TO BE BE PLANTED IN NATIVE SEEDINGALONG BORDER OF EASEMENT802 803 804 803 802 804 805 804 803 802 805806 801 800 806 SIGN799 793 795 790 787 PROPOSED IRR E G U L A R DRAINAGE EAS E M E N T 20 LF OF 6" SCH40 PVC STORM SEWER @ 2.00% SLOPE INV.=801.20 INV.=800.80 INV.=801.00 20 LF OF 2.5" SCH40 PVC STORM SEWER @ 1.00% SLOPE PR O P O S E D I R R E G U L A R DR A I N A G E E A S E M E N T PROPOSED RESIDENCE FFE=808.4± PROPOSED BARN FFE=804.3± PROPOSED GARAGE FFE=806.2± PROPOSED GARAGE FFE=806.2± PROPOSED BASIN 204,550 SF PROPOSED DRAINAGE BASINS 10475 HUSSEY LANE CARMEL, IN 46032 Red Barn Engineering Company, LLC Civil Engineering Consulting Services 317.677.6797 Chris@RedBarnEngineeringCo.com SCALE: 1"=120' 09/20/19 Page 10 09/20/19 WATERSHED TOTAL TOTAL Roof (sf)Pond (sf)Pavement (sf)Lawn (sf)Light Woods Bare Earth Woods (sf) AREA (ac)AREA (sf)WEIGHTED Runoff Coefficient 0.90 0.90 0.85 0.20 0.25 0.55 0.20 RUNOFF C Existing Basin 4.70 204550 0 0 0 102275 102275 0 0 0.23 Proposed Basin 4.70 204550 24637 45220 28370 75098 31225 0 0 0.54 DEVELOPED SITE DRAINAGE BASIN C FACTOR CALCULATIONS Page 11 09/20/19 0.54 4.70 4.70 0.47 1.41 Total Tc(A) Area(C) Runoff Coef.(I) Intensity(Q) Runoff CFSOutlet CFSStorage RateVolume acre-ftTotal Tc(A) Area(C) Runoff Coef.(I) Intensity(Q) Runoff CFSOutlet CFSStorage RateVolume acre-ft0.08 4.70 0.54 6.12 15.533 0.47 15.06 0.100 0.08 4.70 0.54 9.12 23.1 1.41 21.737 0.145 0.17 4.70 0.54 5.22 13.248 0.47 12.78 0.181 0.17 4.70 0.54 7.78 19.7 1.41 18.336 0.260 0.25 4.70 0.54 4.55 11.548 0.47 11.08 0.231 0.25 4.70 0.54 6.77 17.2 1.41 15.772 0.329 0.33 4.70 0.54 4.02 10.203 0.47 9.733 0.268 0.33 4.70 0.54 5.99 15.2 1.41 13.793 0.379 0.50 4.70 0.54 0.33 0.8249 0.47 0.355 0.015 0.50 4.70 0.54 4.84 12.3 1.41 10.874 0.453 0.66 4.70 0.54 2.71 6.878 0.47 6.408 0.352 0.66 4.70 0.54 4.05 10.3 1.41 8.8689 0.488 1.00 4.70 0.54 2.03 5.1521 0.47 4.682 0.390 1.00 4.70 0.54 3.03 7.7 1.41 6.2801 0.523 2.00 4.70 0.54 1.11 2.8172 0.47 2.347 0.391 2.00 4.70 0.54 1.87 4.7 1.41 3.3361 0.556 3.00 4.70 0.54 0.84 2.1319 0.47 1.662 0.415 3.00 4.70 0.54 1.42 3.6 1.41 2.194 0.548 6.00 4.70 0.54 0.50 1.269 0.47 0.799 0.400 6.00 4.70 0.54 0.85 2.2 1.41 0.7473 0.374 12.00 4.70 0.54 0.29 0.736 0.47 0.266 0.266 12.00 4.70 0.54 0.48 1.2 1.41 -0.192 -0.192 24.00 4.70 0.54 0.16 0.4061 0.47 -0.06 -0.128 24.00 4.70 0.54 0.27 0.7 1.41 -0.725 -1.449 0.415 0.556 18098 24220 D = 4" Orifice Q=CA(2gh)^1/2 C =0.61 A =0.087 g =32.2 h =0.60 Q=0.33 cfs Estimated 100-year flow (x1.25) =21.48 cfs Q=(1.49/n)*(R^2/3)*A*(S^1/2) Manning's "n" = 0.02 Bottom width =25 Height =0.45 Side slope (1/x) x=3 Slope (ft/ft)=0.0022 Wetted Perimeter = 27.846 Area =11.858 Hydraulic Radius =0.4258 Q=23.452 Area (acres) = Area (acres) = Allow. Release Rate x0.1 (cfs) = Allow. Release Rate x0.3 (cfs) = Residential Construction - 10475 Hussey Lane Runoff Coef. = 10-Year 100-Year 10 Year Post-Developed Storm 100 Year Post-Developed Storm Detention Volume Required 10-Year Event (acre-ft) = 100-Year Event (acre-ft) = 100-Year Event (ft^3) = Detention Volume Provided Surface Storage Contour Area (S.F.)Average (S.F.)Vol. (acre-ft) 10-Year Event (ft^3) = 801.60 47260 4713 0.1082 11636 0.2671 Pond Spillway Calculations 801.00 45220 Total (acre-ft)=0.6374 RATIONAL DETENTION CALCULATIONS 4" Orifice Discharge Computations Equation Total (ft^3)27764 801.25 46100 11415 0.2621 801.50 46990 Page 12 09/20/19 A=Drainage area 4.70 Ac I=Post-development impervious percentage 48.0% P=Precipitation 1.00 in Rv=Volumetric Runoff Coefficient Rv = 0.05 + .009 (I) =0.482 in/in WQv=Water Quality Volume WQv = (P) (Rv) (A) / 12 =0.19 ac-ft 0.21 Provided at or 8227 ft^3 Elev. =801.20 ENp=Elevation of Normal Pool 801.00 ESt=Elevation of Water Quality 801.20 h=Height Height (h) = (Enp - Es) / 2 =0.1 ' Q=Water Quality Release Rate (over 24 hours) Q = (WQv * 43560) / (24 * 3600) =0.095 cfs a=Q Orifice Equation C * 2 * (g *h) ^0.5 C=Orifice constant 0.6 g=Gravity constant 32.2 a=Area of orifice a=0.044 sq.ft. d=Diameter of Orifice d=0.237 ' or 2.848 " Designed orifice = 2.5 inches m Area Area Volume Volume (msl)(sf)(ac)(cu-ft)(ac-ft) 801.00 45220 1.0381 0 0.0000 801.15 45730 1.0498 6814 0.1564 801.20 45900 1.0537 9103 0.2090 801.25 46070 1.0576 11400 0.2617 801.60 47260 1.0849 27716 0.6363 9103 0.2090 Total Storage Volume = 9103 cu-ft x 3 = 27309 cu-ft Pond Volume (under NP) = 438325 cu-ft Therefore, Total Pond Volume is greater than 3x WQv WATER QUALITY DESIGN CALCULATIONS Proposed Retention Pond WQv TOTAL WQ Storage Volume Page 13 09/20/19 WATER QUALITY DESIGN CALCULATIONS m Area Area Volume Volume (msl)(sf)(ac)(cu-ft)(ac-ft) 801.00 45220 1.0381 0 0.0000 799.00 36755 0.8438 81747 1.8767 787.00 11480 0.2635 356577 8.1859 438325 10.06TOTAL VOLUME Pond Volume Page 14 09/20/19