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HomeMy WebLinkAboutDrainage Report 02-17-17 TABLE OF CONTENTS TABLE OF CONTENTS - 2 - DRAINAGE NARRATIVE - 3 - SITE MAPS Appendix A AREA MAP FLOOD ZONE MAP (FIRM) SOILS REPORTS Appendix B SOILS REPORT CN CALCULATIONS` DETENTION MODEL Appendix C HydroCAD INPUT DATA AND RESULTS DETENTION VOLUME PROVIDED CALCULATIONS RESTRICTOR CALCULATIONS EMERGENCY OVERFLOW WEIR CALCULATIONS STORM SEWER DESIGN CALCULATIONS Appendix D PROPOSED BASINS EXHIBIT RATIONAL METHOD CALCULATIONS BEST MANAGEMENT PRACTICES CALCULATIONS Appendix E T:\\1k\\1238\\1601\\drainage\\DrainRep\\(2) Drainage Report.docx 1 DRAINAGE NARRATIVE Site location: The site is located within Carmel, Hamilton County - Indiana approximately one and a st quarter miles west of the interchange of US-31 and West Main Street (131 Street). The site is bounded by West Main Street to the north, and Clay Center Road to the east. Elliot Creek flows across the south west corner of the site. See Appendix A for the site location map. Terrain and existing conditions: The existing ground was formerly agricultural fields with one single family home on Sanctuary Court. Elliot Creek flows across the site, however no Floodplain is mapped on the site per the Flood Insurance Rate Map for Hamilton County, Indiana and Incorporated Areas – Map Number 18057C0206G Revised November 19, 2014. See Appendix A for the FEMA Firmette Map. The existing site generally drains from the north to south toward Elliot Creek with intermediate high points on the east and west. The Elliot Creek regulated drain easements will not be impacted by the development of the site. There are no off-site areas that currently drain toward the project. Adjoining land conditions: North: Large Single Family Lots South: Large Single Family Lots and Gas Line Easement East: Single Family Development and Gas Line Easement West: Single Family Development Soil types: The Custom Soil Resource Report for the project was developed from the United States Department of Agriculture (USDA), Soil Conservation Service website (Appendix B) and identifies Brookston silty clay loam, Crosby silt loam, and Miami silt loam soils on the subject site. Brookston silty clay loam is in Soil Group B while Crosby silt loam and Miami silt loam are in Soil Group C. Overall, the site is 9.2% Soil Group B and 90.8% Soil Group C. T:\\1k\\1238\\1601\\drainage\\DrainRep\\(2) Drainage Report.docx Detention Design: Detention will be provided for the development by the construction of a single pond facility at the south end of the site. HydroCAD version 10.00 Stormwater Modeling Software was used to create a model to analyze the effects of the Clay Corner development on the stormwater discharge rates. The Detention Pond will have its outfall toward Elliot Creek. The flow from the outfall will be contained within a Vegetative Swale prior to the release to Elliot Creek. The volume required for the detention area was based on detaining the disturbed areas directly contributing to the proposed pond. Lake #1 was analyzed using Curve Numbers associated with the developed state and soil type per the TR-55 Table 2-2a. The soil type was increased to the next category for the post development in accordance with the City of Carmel Stormwater Technical Standards Manual. The CN calculations can be found in Appendix B. Allowable Release Rates: The allowable release rates from the proposed development are based on the following criteria from The City of Carmel Stormwater Technical Standards Manual: 10 = 0.10 year proposedcfs per acre 100 = 0.30 year proposed cfs per acre The model assumes the invert of the restrictor is at the normal pool elevation. The actual restrictor sizing will be done explained in a later section. The HydroCAD model uses a two stage restrictor to model the 10 year and 100 year SCS Type II Storms with the restrictors sized to discharge the allowable flow. The following flows were targeted in the model: 10 = 24.43 Ac x 0.10 cfs/ac = 2.44 cfs year - Lake 1 100 = 24.43 Ac x 0.30 cfs/ac = 7.33 cfs year – Lake 1 Required Detention Volume: The report for the HydroCAD model used to calculate the required detention volume for Lake #1 is found in Appendix C. The required detention volume for Lake #1 is summarized below: Lake #1 – 24.43 Ac. CN 89 Tc 33 min 6.77 AcFt Required Lake #1 7.09 AcFt Provided T:\\1k\\1238\\1601\\drainage\\DrainRep\\(2) Drainage Report.docx The calculations for the detention volume provided have been included in Appendix C. Pond Routing: The HydroCAD model was used to determine the 10 year high water levels of the detention area. The restrictors were then designed to release the 10 year allowable release rate at the calculated 10 year high water mark. The second restrictor will have its invert at the 10 year high water mark and the combination of the restrictors will release the allowable 100 year release rate at the designed 100 year high water level. The restrictor design calculations are included within Appendix C. Lake #1 does not receive flows from off-site areas nor is it designed to be · expanded in the future for additional development. The Pond will drain to Elliot Ditch via a vegetative swale through the following: Primary 7-3/4” diameter orifice o Secondary 9-3/4” diameter orifice o 18” Diameter Outfall Pipe o Emergency overflow weir o Table 2: Proposed Pond Stages 10-Year 10-Release 100-Year 100-Release Lake No. 1 875.96 2.35 cfs 878.70 7.33 cfs The release rates above are based on the actual proposed invert elevations and may differ slightly from the HydroCAD model since it uses the pond invert. (Actual inverts are slightly lower) See Appendix C for the restrictor calculations. The restrictor detail can be found sheet C804 of the construction plans. Emergency Overflow Weir: The emergency overflow weir was designed to bypass 1.25 times the calculated flow into the detention pond. The total inflow calculated by HydroCAD for Lake #1 is 99.95 cfs. The emergency overflow weir was therefore designed to bypass 124.94 cfs. The emergency overflow weir calculations are in Appendix C and the weir detail can be found on sheet C804. T:\\1k\\1238\\1601\\drainage\\DrainRep\\(2) Drainage Report.docx Storm Sewer Design: The Storm sewers are designed to carry the calculated 10 year flows under full flow (gravity) conditions in accordance with The City of Carmel Stormwater Technical Standards Manual. The Storm Sewer Design Calculations, “c” factor calculations, and time of concentration calculations are included in Appendix D. The 100 year flow will be conveyed through surcharging the storm sewers and in emergency overland flow routes. The delineation of each catchment area along with the emergency overland flow routes are shown in Appendix D. Best Management Practices: In order to satisfy the Best Management Practices the site has been designed with a lake with a permanent pool volume equivalent to three times the water quality volume required per the City of Carmel Stormwater Technical Standards Manual. A 225 foot vegetative swale has also been provided for the outfall of the detention area as a secondary measure. The Best Management Practices calculations have been included in Appendix E. T:\\1k\\1238\\1601\\drainage\\DrainRep\\(2) Drainage Report.docx APPENDIX A SITE MAPS T:\\1k\\1238\\1601\\drainage\\DrainRep\\(2) Drainage Report.docx APPENDIX B SOILS REPORTS T:\\1k\\1238\\1601\\drainage\\DrainRep\\(2) Drainage Report.docx U.S. Department of Agriculture Natural Resources Conservation Service 06/04 TR 55 Worksheet 2: Runoff Curve Number and Runoff ClayCornerMSS 2/17/17 Project: Designed By: Date: OpenSpace Location: Checked: Date: Check Circle one: Present Developed 1. Runoff curve number (CN) 1/ Soil nameCoverdescriptionCNAreaProduct and hydrologic ( Cover type, treatment, and hydrologic of acres 2 groupcondition; percent impervious; TableFig.Fig.CN x area mi (Appendix A) unconnected/connected impervious area 2-22-32-4 % ratio) CrA-CrosbyOpenSpace-GoodCondition 8074.15,928.0 Dpost MmB2-MiamiOpenSpace-GoodCondition 8016.71,336.0 Dpost Br-BrookstonOpenSpace-GoodCondition 74 9.2 680.8 Cpost 100.07,944.8 1/ Use only one CN source per line. Totals = 79 7,944.8 CN (weighted) = total product = = Use CN = 79 total area 100.0 2. Runoff Storm #1 Storm #2 Storm #3 Frequency .......................................... yr. years Rainfall, P (24 hour) ............................ in. Runoff, Q ............................................ in. (Use P and CN with Table 2-1, Figure 2-1, or equations 2-3 and 2-4.) U.S. Department of Agriculture Natural Resources Conservation Service 06/04 TR 55 Worksheet 2: Runoff Curve Number and Runoff ClayCornerMSS 2/17/17 Project: Designed By: Date: RightOfWay Location: Checked: Date: Check Circle one: Present Developed 1. Runoff curve number (CN) 1/ Soil nameCoverdescriptionCNAreaProduct and hydrologic ( Cover type, treatment, and hydrologic of acres 2 groupcondition; percent impervious; TableFig.Fig.CN x area mi (Appendix A) unconnected/connected impervious area 2-22-32-4 % ratio) PerviousOpenSpace-GoodCondition 790.755.3 ImperviousPavement,walk,etc.-GoodCondition 983.7360.6 4.4415.9 1/ Use only one CN source per line. Totals = 95 415.9 CN (weighted) = total product = = Use CN = 95 total area 4.4 2. Runoff Storm #1 Storm #2 Storm #3 Frequency .......................................... yr. years Rainfall, P (24 hour) ............................ in. Runoff, Q ............................................ in. (Use P and CN with Table 2-1, Figure 2-1, or equations 2-3 and 2-4.) U.S. Department of Agriculture Natural Resources Conservation Service 06/04 TR 55 Worksheet 2: Runoff Curve Number and Runoff ClayCornerMSS 2/17/17 Project: Designed By: Date: Lake#1 Location: Checked: Date: Check Circle one: Present Developed 1. Runoff curve number (CN) 1/ Soil nameCoverdescriptionCNAreaProduct and hydrologic ( Cover type, treatment, and hydrologic of acres 2 groupcondition; percent impervious; TableFig.Fig.CN x area mi (Appendix A) unconnected/connected impervious area 2-22-32-4 % ratio) PerviousOpenSpace-GoodCondition 792.8219.6 ROWGoodCondition 954.8452.2 1/8AcLotsGoodCondition 92 8.0 731.4 D 1/4AcLotsGoodCondition 87 161.8 1.9 D 1/2AcLotsGoodCondition 855.0 423.3 D 1AcLotsGoodCondition 841.085.7 D OpenWater 1001.2117.0 24.52,191.0 1/ Use only one CN source per line. Totals = 89 2,191.0 CN (weighted) = total product = = Use CN = 89 total area 24.5 2. Runoff Storm #1 Storm #2 Storm #3 Frequency .......................................... yr. years Rainfall, P (24 hour) ............................ in. Runoff, Q ............................................ in. (Use P and CN with Table 2-1, Figure 2-1, or equations 2-3 and 2-4.) APPENDIX C DETENTION REQUIRED MODEL T:\\1k\\1238\\1601\\drainage\\DrainRep\\(2) Drainage Report.docx 1S Site - Pond 1 1P Pond 1 Link Routing Diagram for ReqVolume SubcatPond Reach Prepared by {enter your company name here}, Printed 2/17/2017 HydroCAD® 10.00-18 s/n 09456 © 2016 HydroCAD Software Solutions LLC ReqVolume Printed 2/17/2017 Prepared by {enter your company name here} HydroCAD® 10.00-18 s/n 09456 © 2016 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) AreaCNDescription (acres)(subcatchment-numbers) 24.43089 (1S) 24.43089TOTAL AREA ReqVolume Printed 2/17/2017 Prepared by {enter your company name here} HydroCAD® 10.00-18 s/n 09456 © 2016 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) AreaSoilSubcatchment (acres)GroupNumbers 0.000HSG A 0.000HSG B 0.000HSG C 0.000HSG D 24.430Other1S 24.430TOTAL AREA ReqVolume Printed 2/17/2017 Prepared by {enter your company name here} HydroCAD® 10.00-18 s/n 09456 © 2016 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-AHSG-BHSG-CHSG-DOtherTotalGroundSubcatchment (acres)(acres)(acres)(acres)(acres)(acres)CoverNumbers 0.0000.0000.0000.00024.43024.4301S 0.0000.0000.0000.00024.43024.430TOTAL AREA Type II 24-hr 1 Inch Rainfall=1.00" ReqVolume Printed 2/17/2017 Prepared by {enter your company name here} HydroCAD® 10.00-18 s/n 09456 © 2016 HydroCAD Software Solutions LLC Page 5 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 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=24.430 ac 0.00% Impervious Runoff Depth=0.28" Subcatchment 1S: Site - Pond 1 Tc=33.0 min CN=89 Runoff=5.07 cfs 0.580 af Peak Elev=873.31' Storage=0.360 af Inflow=5.07 cfs 0.580 af Pond 1P: Pond 1 Outflow=0.28 cfs 0.452 af Total Runoff Area = 24.430 ac Runoff Volume = 0.580 af Average Runoff Depth = 0.28" 100.00% Pervious = 24.430 ac 0.00% Impervious = 0.000 ac Type II 24-hr 1 Inch Rainfall=1.00" ReqVolume Printed 2/17/2017 Prepared by {enter your company name here} HydroCAD® 10.00-18 s/n 09456 © 2016 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 1S: Site - Pond 1 Runoff=5.07 cfs @ 12.31 hrs, Volume=0.580 af, Depth=0.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Inch Rainfall=1.00" Area (ac)CNDescription *24.43089 24.430100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 33.0 Direct Entry, Subcatchment 1S: Site - Pond 1 Hydrograph Runoff 5.07 cfs Type II 24-hr 5 1 Inch Rainfall=1.00" Runoff Area=24.430 ac 4 Runoff Volume=0.580 af Runoff Depth=0.28" 3 Tc=33.0 min CN=89 2 1 0 024681012141618202224262830323436384042444648 Time (hours) Type II 24-hr 1 Inch Rainfall=1.00" ReqVolume Printed 2/17/2017 Prepared by {enter your company name here} HydroCAD® 10.00-18 s/n 09456 © 2016 HydroCAD Software Solutions LLC Page 7 Summary for Pond 1P: Pond 1 Inflow Area =24.430 ac,0.00% Impervious, Inflow Depth = 0.28" for 1 Inch event Inflow=5.07 cfs @ 12.31 hrs, Volume=0.580 af Outflow=0.28 cfs @ 17.65 hrs, Volume=0.452 af, Atten= 94%, Lag= 320.1 min Primary=0.28 cfs @ 17.65 hrs, Volume=0.452 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 873.31' @ 17.65 hrs Surf.Area= 0.000 ac Storage= 0.360 af Plug-Flow detention time= 694.3 min calculated for 0.452 af (78% of inflow) Center-of-Mass det. time= 600.7 min ( 1,492.4 - 891.7 ) VolumeInvertAvail.StorageStorage Description #1873.00'7.670 af Listed below Custom Stage Data ElevationCum.Store (feet)(acre-feet) 873.000.000 874.001.170 875.002.410 876.003.730 877.005.120 878.006.590 878.707.670 DeviceRouting InvertOutlet Devices #1Primary873.00' C= 0.600 7.5" Vert. Orifice/Grate #2Primary876.00' C= 0.600 11.0" Vert. Orifice/Grate Max=0.28 cfs @ 17.65 hrs HW=873.31' (Free Discharge) Primary OutFlow (Orifice Controls 0.28 cfs @ 1.89 fps) 1=Orifice/Grate ( Controls 0.00 cfs) 2=Orifice/Grate Type II 24-hr 1 Inch Rainfall=1.00" ReqVolume Printed 2/17/2017 Prepared by {enter your company name here} HydroCAD® 10.00-18 s/n 09456 © 2016 HydroCAD Software Solutions LLC Page 8 Pond 1P: Pond 1 Hydrograph Inflow Primary 5.07 cfs Inflow Area=24.430 ac 5 Peak Elev=873.31' Storage=0.360 af 4 3 2 1 0.28 cfs 0 024681012141618202224262830323436384042444648 Time (hours) Pond 1P: Pond 1 Stage-Discharge Primary 878 877 Orifice/Grate 876 875 874 Orifice/Grate 873 012345678 Discharge (cfs) Type II 24-hr 1 Inch Rainfall=1.00" ReqVolume Printed 2/17/2017 Prepared by {enter your company name here} HydroCAD® 10.00-18 s/n 09456 © 2016 HydroCAD Software Solutions LLC Page 9 Pond 1P: Pond 1 Stage-Area-Storage Storage 878 877 876 875 874 Custom Stage Data 873 01234567 Storage (acre-feet) Type II 24-hr 10 YR 24HR Rainfall=3.83" ReqVolume Printed 2/17/2017 Prepared by {enter your company name here} HydroCAD® 10.00-18 s/n 09456 © 2016 HydroCAD Software Solutions LLC Page 10 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 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=24.430 ac 0.00% Impervious Runoff Depth=2.66" Subcatchment 1S: Site - Pond 1 Tc=33.0 min CN=89 Runoff=52.59 cfs 5.423 af Peak Elev=875.96' Storage=3.675 af Inflow=52.59 cfs 5.423 af Pond 1P: Pond 1 Outflow=2.40 cfs 4.961 af Total Runoff Area = 24.430 ac Runoff Volume = 5.423 af Average Runoff Depth = 2.66" 100.00% Pervious = 24.430 ac 0.00% Impervious = 0.000 ac Type II 24-hr 10 YR 24HR Rainfall=3.83" ReqVolume Printed 2/17/2017 Prepared by {enter your company name here} HydroCAD® 10.00-18 s/n 09456 © 2016 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 1S: Site - Pond 1 Runoff=52.59 cfs @ 12.27 hrs, Volume=5.423 af, Depth=2.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR 24HR Rainfall=3.83" Area (ac)CNDescription *24.43089 24.430100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 33.0 Direct Entry, Subcatchment 1S: Site - Pond 1 Hydrograph Runoff 55 52.59 cfs Type II 24-hr 50 10 YR 24HR Rainfall=3.83" 45 Runoff Area=24.430 ac 40 Runoff Volume=5.423 af 35 Runoff Depth=2.66" 30 Tc=33.0 min 25 CN=89 20 15 10 5 0 024681012141618202224262830323436384042444648 Time (hours) Type II 24-hr 10 YR 24HR Rainfall=3.83" ReqVolume Printed 2/17/2017 Prepared by {enter your company name here} HydroCAD® 10.00-18 s/n 09456 © 2016 HydroCAD Software Solutions LLC Page 12 Summary for Pond 1P: Pond 1 Inflow Area =24.430 ac,0.00% Impervious, Inflow Depth = 2.66" for 10 YR 24HR event Inflow=52.59 cfs @ 12.27 hrs, Volume=5.423 af Outflow=2.40 cfs @ 15.83 hrs, Volume=4.961 af, Atten= 95%, Lag= 213.3 min Primary=2.40 cfs @ 15.83 hrs, Volume=4.961 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 875.96' @ 15.83 hrs Surf.Area= 0.000 ac Storage= 3.675 af Plug-Flow detention time= 784.9 min calculated for 4.956 af (91% of inflow) Center-of-Mass det. time= 740.7 min ( 1,566.8 - 826.0 ) VolumeInvertAvail.StorageStorage Description #1873.00'7.670 af Listed below Custom Stage Data ElevationCum.Store (feet)(acre-feet) 873.000.000 874.001.170 875.002.410 876.003.730 877.005.120 878.006.590 878.707.670 DeviceRouting InvertOutlet Devices #1Primary873.00' C= 0.600 7.5" Vert. Orifice/Grate #2Primary876.00' C= 0.600 11.0" Vert. Orifice/Grate Max=2.40 cfs @ 15.83 hrs HW=875.96' (Free Discharge) Primary OutFlow (Orifice Controls 2.40 cfs @ 7.83 fps) 1=Orifice/Grate ( Controls 0.00 cfs) 2=Orifice/Grate Type II 24-hr 10 YR 24HR Rainfall=3.83" ReqVolume Printed 2/17/2017 Prepared by {enter your company name here} HydroCAD® 10.00-18 s/n 09456 © 2016 HydroCAD Software Solutions LLC Page 13 Pond 1P: Pond 1 Hydrograph Inflow Primary 52.59 cfs Inflow Area=24.430 ac 55 50 Peak Elev=875.96' 45 Storage=3.675 af 40 35 30 25 20 15 10 5 2.40 cfs 0 024681012141618202224262830323436384042444648 Time (hours) Pond 1P: Pond 1 Stage-Discharge Primary 878 877 Orifice/Grate 876 875 874 Orifice/Grate 873 012345678 Discharge (cfs) Type II 24-hr 10 YR 24HR Rainfall=3.83" ReqVolume Printed 2/17/2017 Prepared by {enter your company name here} HydroCAD® 10.00-18 s/n 09456 © 2016 HydroCAD Software Solutions LLC Page 14 Pond 1P: Pond 1 Stage-Area-Storage Storage 878 877 876 875 874 Custom Stage Data 873 01234567 Storage (acre-feet) Type II 24-hr 100 YR 24HR Rainfall=6.46" ReqVolume Printed 2/17/2017 Prepared by {enter your company name here} HydroCAD® 10.00-18 s/n 09456 © 2016 HydroCAD Software Solutions LLC Page 15 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 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=24.430 ac 0.00% Impervious Runoff Depth=5.18" Subcatchment 1S: Site - Pond 1 Tc=33.0 min CN=89 Runoff=99.95 cfs 10.550 af Peak Elev=878.12' Storage=6.769 af Inflow=99.95 cfs 10.550 af Pond 1P: Pond 1 Outflow=7.33 cfs 9.713 af Total Runoff Area = 24.430 ac Runoff Volume = 10.550 af Average Runoff Depth = 5.18" 100.00% Pervious = 24.430 ac 0.00% Impervious = 0.000 ac Type II 24-hr 100 YR 24HR Rainfall=6.46" ReqVolume Printed 2/17/2017 Prepared by {enter your company name here} HydroCAD® 10.00-18 s/n 09456 © 2016 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 1S: Site - Pond 1 Runoff=99.95 cfs @ 12.27 hrs, Volume=10.550 af, Depth=5.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR 24HR Rainfall=6.46" Area (ac)CNDescription *24.43089 24.430100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 33.0 Direct Entry, Subcatchment 1S: Site - Pond 1 Hydrograph 110 Runoff 105 99.95 cfs 100 Type II 24-hr 95 100 YR 24HR Rainfall=6.46" 90 85 Runoff Area=24.430 ac 80 75 Runoff Volume=10.550 af 70 Runoff Depth=5.18" 65 60 Tc=33.0 min 55 50 CN=89 45 40 35 30 25 20 15 10 5 0 024681012141618202224262830323436384042444648 Time (hours) Type II 24-hr 100 YR 24HR Rainfall=6.46" ReqVolume Printed 2/17/2017 Prepared by {enter your company name here} HydroCAD® 10.00-18 s/n 09456 © 2016 HydroCAD Software Solutions LLC Page 17 Summary for Pond 1P: Pond 1 Inflow Area =24.430 ac,0.00% Impervious, Inflow Depth = 5.18" for 100 YR 24HR event Inflow=99.95 cfs @ 12.27 hrs, Volume=10.550 af Outflow=7.33 cfs @ 14.01 hrs, Volume=9.713 af, Atten= 93%, Lag= 104.6 min Primary=7.33 cfs @ 14.01 hrs, Volume=9.713 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 878.12' @ 14.01 hrs Surf.Area= 0.000 ac Storage= 6.769 af Plug-Flow detention time= 651.7 min calculated for 9.713 af (92% of inflow) Center-of-Mass det. time= 608.8 min ( 1,416.3 - 807.5 ) VolumeInvertAvail.StorageStorage Description #1873.00'7.670 af Listed below Custom Stage Data ElevationCum.Store (feet)(acre-feet) 873.000.000 874.001.170 875.002.410 876.003.730 877.005.120 878.006.590 878.707.670 DeviceRouting InvertOutlet Devices #1Primary873.00' C= 0.600 7.5" Vert. Orifice/Grate #2Primary876.00' C= 0.600 11.0" Vert. Orifice/Grate Max=7.33 cfs @ 14.01 hrs HW=878.12' (Free Discharge) Primary OutFlow (Orifice Controls 3.24 cfs @ 10.55 fps) 1=Orifice/Grate (Orifice Controls 4.09 cfs @ 6.20 fps) 2=Orifice/Grate Type II 24-hr 100 YR 24HR Rainfall=6.46" ReqVolume Printed 2/17/2017 Prepared by {enter your company name here} HydroCAD® 10.00-18 s/n 09456 © 2016 HydroCAD Software Solutions LLC Page 18 Pond 1P: Pond 1 Hydrograph Inflow Primary 110 99.95 cfs 105 Inflow Area=24.430 ac 100 95 Peak Elev=878.12' 90 85 Storage=6.769 af 80 75 70 65 60 55 50 45 40 35 30 25 20 15 7.33 cfs 10 5 0 024681012141618202224262830323436384042444648 Time (hours) Pond 1P: Pond 1 Stage-Discharge Primary 878 877 Orifice/Grate 876 875 874 Orifice/Grate 873 012345678 Discharge (cfs) Type II 24-hr 100 YR 24HR Rainfall=6.46" ReqVolume Printed 2/17/2017 Prepared by {enter your company name here} HydroCAD® 10.00-18 s/n 09456 © 2016 HydroCAD Software Solutions LLC Page 19 Pond 1P: Pond 1 Stage-Area-Storage Storage 878 877 876 875 874 Custom Stage Data 873 01234567 Storage (acre-feet) APPENDIX D STORM SEWER DESIGN CALCULATIONS T:\\1k\\1238\\1601\\drainage\\DrainRep\\(2) Drainage Report.docx Time of Concentration Worksheet PROJECT: Based on TR-55 JOB #: Typical values for Manning's n Overland FlowChannel Flow short grass0.15 grass0.03 farm, > 20% cover0.17 concrete0.0152 year, 24 hour rainfall =2.66inches dense grass0.24 rip-rap0.035minimum T_c =5.00minutes pavement0.011 T:\\1k\\1238\\1601\\drainage\\\[RATIONAL STORM DESIGN - 12381601.xls\]Tc Overland flow seg. 1 Overland flow seg. 2 Shallow Concentrated FlowChannel FlowT_c BasinLengthSnT_tLengthSnT_tLengthSPaved/UnVel.T_tLengthaPwrSnVel.T_t name(ft)%(min)(ft)%(min)(ft)%(P or U)(ft/s)(min)(ft)(s.f.)(ft)(ft)%(ft/s)(min)(min) 3.11.570.6 519215.000.24P 5.0 ............ 12.81.572.8 518551.000.24P 15.6 ............. 6.31.571.4 517494.700.24P 7.7 ............. 5.71.570.6 515292.100.24P 6.3 ............ 3.11.570.7 514215.000.24P 5.0 ............ 11.01.570.3 513662.100.24P 11.3 ............ 9.819.84.590.10.603.540.6 508905.200.24951.000.24U1375.008.321.000.03 30.3 ............ 14.80.603.540.2 507861.700.24415.008.321.000.03 15.0 16.61.892.6 505761.000.24P 19.1 ............. 13.72.412.9 504601.000.24P 16.7 ............. 23.02.131.8 5031351.400.24P 24.7 ............. 31.1 5021671.000.24 31.1 24.9 5012293.300.24 24.9 0.21.572.6 540122.100.01P 5.0 ............. 0.21.573.6 542122.100.01P 5.0 ............. 11.11.573.3 541461.000.24P 14.4 ............. 11.11.572.7 539461.000.24P 13.8 ............. 16.61.573.2 536761.000.24P 19.8 ............. 16.61.572.6 538761.000.24P 19.2 ............. 11.12.870.9 534461.000.24P 12.0 ............. 11.12.800.9 533461.000.24P 12.0 ............. 16.62.232.4 532761.000.24P 19.0 ............. 14.50.633.660.2 5291203.500.24509.0014.201.000.03 14.7 15.00.633.660.5 5281203.200.241009.0014.201.000.03 15.5 18.31.572.1 527861.000.24P 20.4 ............. 16.61.573.4 526761.000.24P 20.0 ............. 16.1 524731.000.24 16.1 6.61.570.5 523463.700.24P 7.1 ............ 24.8 5211261.000.24 24.8 12.61.821.6 559541.000.24P 14.2 ............. 2.91.571.0 558194.700.24P 5.0 ............ 16.61.570.6 557761.000.24P 17.2 ............ 11.11.572.3 556461.000.24P 13.4 ............. 11.11.571.7 555461.000.24P 12.8 ............. 2.91.570.4 554194.700.24P 5.0 ............ 3.51.571.0 553111.000.24P 5.0 ............ 13.3 5511003.000.24 13.3 13.52.750.8 5501002.900.24U 14.2 ............. 16.61.573.4 549761.000.24P 20.0 ............. 4.91.572.0 548375.000.24P 6.9 ............. 11.9 547501.000.24 11.9 13.7 546601.000.24 13.7 14.3 545631.000.24 14.3 13.7 544601.000.24 13.7 APPENDIX D APPENDIX E BEST MANAGEMENT PRACTICES POST CONSTRUCTION MODEL CALCULATIONS T:\\1k\\1238\\1601\\drainage\\DrainRep\\(2) Drainage Report.docx