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HomeMy WebLinkAbout00 Drainage Report 5-19-202110585 HUSSEY LANE DRAINAGE REPORT PREPARED FOR: Homes By Design Contact Person: Dave Hatcher 4239 West 96th Street Indianapolis, IN 46268 PREPARED BY: Stoeppelwerth & Associates, Inc. Contact Person: Brian M. Brown, P.E., CFM 7965 East 106th Street Fishers, Indiana 46038 Contact Phone Number: (317) 570-4704 Contact Email Address: bbrown@stoeppelwerth.com DATE PREPARED: June 1, 2021 06/01/2021 Page 2 of 34 ENGINEERING CERTIFICATION 10585 HUSSEY LANE DRAINAGE REPORT AND ANALYSIS Brian M. Brown, PE, CFM Indiana Registration No. 11200386 I, Brian M Brown, certify that this drainage report and supporting calculations are in compliance with the requirements set forth by the Hamilton County Drainage Board and/or Hamilton County Surveyor in the Hamilton County, Indiana Stormwater Management Ordinance. 06/01/2021 Page 3 of 34 DRAINAGE NARRATIVE 10585 HUSSEY LANE JOB 95786 INTRODUCTION Homes by Design is proposing the building of a single-family residence in Hamilton County to be known as 10585 Hussey Lane. The site is located west of the intersection of 106th street and Springmill Road or to the east of 106th and Hussey Lane. The site is more specifically located in the West Half of the Northeast Quarter of Section 10, Township 17 North, Range 3 East. PROPOSED SITE CONDITIONS In order to determine the pre-developed allowable release rates the anticipated disturbed area has been delineated. This acreage was then applied to the 0.1 cfs per acre and the 0.3 cfs per acre. Table 2: Proposed Site Conditions – Onsite Release Rates Storm Event 10-Year 100-Year Unit Allowable Release Rate 0.1 cfs/acre 0.3 cfs/acre Onsite Disturbed Acreage 3.84 = acres 3.84 = acres Calculation 0.1 cfs/acre x acres 0.3 cfs/acre x acres Onsite Allowable Release Rates 0.384 cfs 1.15 cfs The detention for the site will be handled via a dry detention basin located in the southeast corner of the site and will ultimately outlet to Williams Creek. In the table below, current release rates are provided with the allowable minimum orifice size on the outlet control structure for the dry basin. This size of orifice prevents both the 10- and 100-year storms to meet the allowable release rates. Another scenario was done in ICPR to figure out what size orifice would be needed to meet the release rates and it was figured out to be a 1.75-inch diameter orifice. This scenario also has a secondary 4” Orifice set just below the 10-year storm and this helps control the 100-year flow. Table 2: Proposed Site Conditions – Overall Release Rates Storm Event 2-Year 10-Year 100-Year Proposed Overall Release Rates (with minimum sized orifice) 0.98 cfs 1.26 cfs 1.76 cfs Proposed Overall Release Rates (2.5-inch orifice) 0.12 cfs 0.36 cfs 0.83 cfs 06/01/2021 Page 4 of 34 Table 3: Proposed Site Conditions – Pond Elevations Storm Event 2-Year 10-Year 100-Year Proposed Overall (with minimum sized orifice) 830.90 831.66 833.52 Proposed Overall (1.75-inch orifice) 831.53 832.37 834.48 Top of Bank 835 835 835 The proposed peak discharges are based on TR-55 methodology. A detention analysis was performed using the 2, 10 and 100-year storm events and their corresponding 24-hour rainfall depths. The NRCS Type II rainfall distribution was used to generate the hydrographs. STORM SEWER DESIGN The use of Manning’s equation was used for determination of storm drain pipe sizes for non-submerged conditions. The storm drain system is capable of passing the 10-year storm event with free water surface elevations below the crown of pipe. Minimum storm drain flowing velocity for full pipe flow shall be 2.5 fps and maximum storm drain flowing velocity for full pipe flow is 10 fps. The inlet grate castings are designed such that the 10-year storm event shall be sufficiently conveyed into the storm sewer system at 50% efficiency. The inlets are spaced to allow one lane of traffic to remain open during the 10-year storm event. REFERENCES Design and data methods are based on the following references: 1. Hamilton County Stormwater Technical Standards Manual 2. HERPICC Stormwater Drainage Manual 3. USDA – Urban Hydrology for Small Watersheds 4. USDA – Soil Conservation Service 06/01/2021 Page 5 of 34 Time of ConcentrationsJob #95786StormCADPost-Developed SiteDescriptionn = L =P2 =s =Tt = .007(nL)0.8/(P20.5s0.4)Description s=V = L = Tt = L/VTc (total)Tc (total)(ft) (in) (ft/ft)(hrs)Paved/Unpaved (ft/ft) (ft/s) (ft) (hrs) (hrs)(min)400 Dense Grasses 0.24 100 2.66 0.030.2218Unpaved 0.001739 0.67 115 0.0475 0.269316.2401 Dense Grasses 0.24 100 2.66 0.008 0.3763Unpaved 0.010384 1.644154 192.6 0.0325 0.408924.5402Pavement 0.011 38 2.66 0.010.0135Paved 1 20.3282 0 0.0000 0.01355.0403Pavement 0.011 100 2.66 0.010.0292Unpaved 0.003601 0.968264 166.6 0.0478 0.07705.0Pond Dense Grasses 0.24 100 2.66 0.065 0.1628Unpaved 0.016626 2.080414 90.22 0.0120 0.174810.510585 Hussey LaneBasinSheet FlowManual (L/V)06/01/2021 Page 6 of 34 10585 Hussey LaneRunoff Coefficients &Job #95786Weighted Curve NumbersCN98=Impervious AreasCN80=Open Space (Good) - D STotal Drainage AreaSub-Basin Weighted C-FactorSub-Basin Weighted CN(ac)CwCNw4000.83 0.27 82.94011.17 0.23 81.84020.40 0.29 83.54030.18 0.85 98.0Pond1.25 0.27 83.0Post Developed SiteCw = Aimp + 0.16Aper + 0.98Aimp + 80AperTotal Drainage AreaTotal Drainage AreaStructure #ICPR Basin # ICPR Basin CNPond 3.83 83.38CNwICPR Basin Area(ac)06/01/2021 Page 7 of 34 Project Description Hussey Lane SSA 5-27-2021.SPF Project Options CFS Elevation Rational User-Defined Steady Flow YES NO Analysis Options May 17, 2021 00:00:00 May 18, 2021 00:00:00 May 17, 2021 00:00:00 0 days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 30 seconds Number of Elements Qty 0 5 7 5 1 0 0 1 6 0 6 0 0 0 0 0 0 Rainfall Details 2 year(s) Outlets .......................................................................... Pollutants .............................................................................. Land Uses ............................................................................ Return Period........................................................................ Links...................................................................................... Channels ...................................................................... Pipes ............................................................................ Pumps .......................................................................... Orifices ......................................................................... Weirs ............................................................................ Nodes.................................................................................... Junctions ...................................................................... Outfalls ......................................................................... Flow Diversions ........................................................... Inlets ............................................................................ Storage Nodes ............................................................. Runoff (Dry Weather) Time Step .......................................... Runoff (Wet Weather) Time Step ........................................ Reporting Time Step ............................................................ Routing Time Step ................................................................ Rain Gages ........................................................................... Subbasins.............................................................................. Enable Overflow Ponding at Nodes ...................................... Skip Steady State Analysis Time Periods ............................ Start Analysis On .................................................................. End Analysis On ................................................................... Start Reporting On ................................................................ Antecedent Dry Days ............................................................ File Name ............................................................................. Flow Units ............................................................................. Elevation Type ...................................................................... Hydrology Method ................................................................. Time of Concentration (TOC) Method .................................. Link Routing Method ............................................................. 06/01/2021 Page 8 of 34 Subbasin Summary SN Subbasin Area Weighted Total Total Total Peak Time of ID Runoff Rainfall Runoff Runoff Runoff Concentration Coefficient Volume (ac)(in) (in) (ac-in) (cfs) (days hh:mm:ss) 1 Sub-400 0.83 0.2700 0.90 0.24 0.20 0.75 0 00:16:12 2 Sub-401 1.17 0.2300 1.12 0.26 0.30 0.74 0 00:24:30 3 Sub-402 0.40 0.2900 0.39 0.11 0.04 0.54 0 00:05:00 4 Sub-403 0.18 0.8500 0.39 0.33 0.06 0.71 0 00:05:00 5 Sub-pond 1.25 0.2700 0.68 0.18 0.23 1.31 0 00:10:30 06/01/2021 Page 9 of 34 Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft) (ft) (ft) (ft) (ft²) (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min) 1 400 Junction 832.14 835.80 832.14 0.00 0.00 0.75 832.57 0.00 3.23 0 00:00 0.00 0.00 2 401 Junction 831.58 836.20 831.58 0.00 0.00 1.23 832.16 0.00 4.04 0 00:00 0.00 0.00 3 402 Junction 830.85 836.40 830.85 0.00 0.00 1.63 833.68 0.00 2.72 0 00:00 0.00 0.00 4 403 Junction 837.75 842.60 837.75 0.00 0.00 0.71 837.95 0.00 4.65 0 00:00 0.00 0.00 5 404 Junction 830.28 837.10 830.28 0.00 0.00 1.63 831.03 0.00 6.07 0 00:00 0.00 0.00 6 Out-01 Outfall 829.13 1.35 829.74 7 DryBasin Storage Node 829.30 835.00 829.30 0.00 2.25 829.91 0.00 0.00 06/01/2021 Page 10 of 34 Link Summary SN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (ft) (ft) (ft) (%) (in)(cfs) (cfs)(ft/sec) (ft)(min) 1 401-400 Pipe 400 401 153.05 832.14 831.68 0.3000 12.000 0.0130 0.75 1.95 0.38 2.32 0.43 0.43 0.00 Calculated 2 402-401 Pipe 401 402 211.37 831.58 830.95 0.3000 12.000 0.0130 1.23 1.95 0.63 2.62 0.58 0.58 0.00 Calculated 3 402-403 Pipe 403 402 88.60 837.75 833.48 4.8200 12.000 0.0130 0.71 7.82 0.09 6.19 0.20 0.20 0.00 Calculated 4 404-402 Pipe 402 404 210.93 830.85 830.38 0.2200 15.000 0.0130 1.63 3.05 0.53 2.52 0.65 0.52 0.00 Calculated 5 out-pond Pipe DryBasin Out-01 57.08 829.30 829.13 0.3000 12.000 0.0130 1.35 1.94 0.70 2.67 0.61 0.61 0.00 Calculated 6 pond-404 Pipe 404 DryBasin 45.10 830.28 830.18 0.2200 15.000 0.0130 1.63 3.04 0.53 2.52 0.65 0.52 0.00 Calculated 06/01/2021 Page 11 of 34 Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft²) (in) 1 400 832.14 835.80 3.66 832.14 0.00 0.00 -835.80 0.00 0.00 2 401 831.58 836.20 4.62 831.58 0.00 0.00 -836.20 0.00 0.00 3 402 830.85 836.40 5.55 830.85 0.00 0.00 -836.40 0.00 0.00 4 403 837.75 842.60 4.85 837.75 0.00 0.00 -842.60 0.00 0.00 5 404 830.28 837.10 6.82 830.28 0.00 0.00 -837.10 0.00 0.00 06/01/2021 Page 12 of 34 Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs) (cfs) (ft) (ft) (ft) (ft)(ft)(ft) (days hh:mm) (days hh:mm) (ac-in) (min) 1 400 0.75 0.75 832.57 0.43 0.00 3.23 832.15 0.01 0 00:16 0 00:00 0.00 0.00 2 401 1.23 0.74 832.16 0.58 0.00 4.04 831.69 0.11 0 00:16 0 00:00 0.00 0.00 3 402 1.63 0.54 833.68 2.83 0.00 2.72 833.48 2.63 0 00:05 0 00:00 0.00 0.00 4 403 0.71 0.71 837.95 0.20 0.00 4.65 837.75 0.00 0 00:05 0 00:00 0.00 0.00 5 404 1.63 0.00 831.03 0.75 0.00 6.07 830.39 0.11 0 00:05 0 00:00 0.00 0.00 06/01/2021 Page 13 of 34 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft) (ft) (ft) (ft) (ft) (ft) (%)(in) (in)(cfs) 1 401-400 153.05 832.14 0.00 831.68 0.10 0.46 0.3000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 2 402-401 211.37 831.58 0.00 830.95 0.10 0.63 0.3000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 3 402-403 88.60 837.75 0.00 833.48 2.63 4.27 4.8200 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 4 404-402 210.93 830.85 0.00 830.38 0.10 0.47 0.2200 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 5 out-pond 57.08 829.30 0.00 829.13 0.00 0.17 0.3000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 6 pond-404 45.10 830.28 0.00 830.18 0.88 0.10 0.2200 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 06/01/2021 Page 14 of 34 Pipe Results SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs) (days hh:mm) (cfs)(ft/sec) (min) (ft)(min) 1 401-400 0.75 0 00:16 1.95 0.38 2.32 1.10 0.43 0.43 0.00 Calculated 2 402-401 1.23 0 00:16 1.95 0.63 2.62 1.34 0.58 0.58 0.00 Calculated 3 402-403 0.71 0 00:05 7.82 0.09 6.19 0.24 0.20 0.20 0.00 Calculated 4 404-402 1.63 0 00:05 3.05 0.53 2.52 1.40 0.65 0.52 0.00 Calculated 5 out-pond 1.35 0 00:19 1.94 0.70 2.67 0.36 0.61 0.61 0.00 Calculated 6 pond-404 1.63 0 00:05 3.04 0.53 2.52 0.30 0.65 0.52 0.00 Calculated 06/01/2021 Page 15 of 34 Storage Nodes Storage Node : DryBasin Input Data 829.30 835.00 5.70 829.30 0.00 0.00 0.00 Storage Area Volume Curves Storage Curve : Storage-01 Stage Storage Storage Area Volume (ft) (ft²) (ft³) 0 0 0.000 1.7 9626.8 8182.78 2.7 9975.24 17983.80 3.7 10802.88 28372.86 Evaporation Loss ...................................................... Invert Elevation (ft) .................................................... Max (Rim) Elevation (ft) ............................................ Max (Rim) Offset (ft) ................................................. Initial Water Elevation (ft) .......................................... Initial Water Depth (ft) ............................................... Ponded Area (ft²) ...................................................... 06/01/2021 Page 16 of 34 06/01/2021 Page 17 of 34 Storage Node : DryBasin (continued) Output Summary Results 2.25 1.31 1.35 0.00 829.91 0.61 829.32 0.02 0 00:19 0.000 0 0 0.00 Total Time Flooded (min) .......................................... Total Retention Time (sec) ....................................... Max HGL Depth Attained (ft) ..................................... Average HGL Elevation Attained (ft) ......................... Average HGL Depth Attained (ft) .............................. Time of Max HGL Occurrence (days hh:mm) ........... Total Exfiltration Volume (1000-ft³) ........................... Total Flooded Volume (ac-in) .................................... Peak Inflow (cfs) ....................................................... Peak Lateral Inflow (cfs) ........................................... Peak Outflow (cfs) .................................................... Peak Exfiltration Flow Rate (cfm) ............................. Max HGL Elevation Attained (ft) ............................... 06/01/2021 Page 18 of 34 1 S:\95786\DRAINAGE\10585 Hussey Lane\5/27/2021 14:43 Background Image: layout 1 Simple Basin: Disturbed Area Scenario: Updated Contours - 1.75" Orifice Node: DB Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: Curve Number Time of Concentration: 10.5000 min Max Allowable Q: 99999.00 cfs Time Shift: 0.0000 hr Unit Hydrograph: UH484 Peaking Factor: 484.0 Area: 3.8400 ac Curve Number: 83.4 % Impervious: 0.00 % DCIA: 0.00 % Direct: 0.00 Rainfall Name: Comment: Drop Structure Link: Out - Pond Scenario: Updated Contours - Upstream Pipe Downstream Pipe Invert: 829.30 ft Invert: 829.13 ft 06/01/2021 Page 19 of 34 2 S:\95786\DRAINAGE\10585 Hussey Lane\5/27/2021 14:43 1.75" Orifice From Node: DB To Node: Outlet 1 Link Count: 1 Flow Direction: Both Solution: Combine Increments: 0 Pipe Count: 1 Damping: 0.0000 ft Length: 57.08 ft FHWA Code: 0 Entr Loss Coef: 0.00 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Bend Location: 0.00 dec Energy Switch: Energy Manning's N: 0.0130 Manning's N: 0.0130 Geometry: Circular Geometry: Circular Max Depth: 1.00 ft Max Depth: 1.00 ft Bottom Clip Default: 0.00 ft Default: 0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N: 0.0000 Manning's N: 0.0000 Top Clip Default: 0.00 ft Default: 0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N: 0.0000 Manning's N: 0.0000 Pipe Comment: Weir Component Weir: 1 Weir Count: 1 Weir Flow Direction: Both Damping: 0.0000 ft Weir Type: Sharp Crested Vertical Geometry Type: Circular Invert: 829.30 ft Control Elevation: 829.30 ft Max Depth: 0.15 ft Bottom Clip Default: 0.00 ft Op Table: Ref Node: Top Clip Default: 0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default: 3.200 Weir Table: Orifice Default: 0.600 Orifice Table: Weir Comment: Weir Component Weir: 2 Weir Count: 1 Weir Flow Direction: Both Damping: 0.0000 ft Weir Type: Sharp Crested Vertical Geometry Type: Circular Invert: 831.91 ft Control Elevation: 831.91 ft Max Depth: 0.33 ft Bottom Clip Default: 0.00 ft Op Table: Ref Node: Top Clip Default: 0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default: 3.200 Weir Table: Orifice Default: 0.600 Orifice Table: Weir Comment: 06/01/2021 Page 20 of 34 3 S:\95786\DRAINAGE\10585 Hussey Lane\5/27/2021 14:43 Drop Structure Comment: Node: DB Scenario: Updated Contours - 1.75" Orifice Type: Stage/Area Base Flow: 0.00 cfs Initial Stage: 829.30 ft Warning Stage: 834.00 ft Stage [ft]Area [ac]Area [ft2] 829.30 0.0000 0 831.00 0.1950 8494 832.00 0.2210 9627 833.00 0.2290 9975 834.00 0.2480 10803 Comment: Node: Outlet 1 Scenario: Updated Contours - 1.75" Orifice Type: Time/Stage Base Flow: 0.00 cfs Initial Stage: 827.00 ft Warning Stage: 828.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 0.00 0 0 0 48.0000 0.00 Comment: Simulation: 02-year Scenario: Updated Contours - 1.75" Orifice Run Date/Time: 5/27/2021 2:39:57 PM Program Version: ICPR4 4.07.04 General Run Mode: Normal 06/01/2021 Page 21 of 34 4 S:\95786\DRAINAGE\10585 Hussey Lane\5/27/2021 14:43 Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 24.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft Link Optimizer Tol: 0.0001 ft Rainfall Name: ~SCSII-24 Rainfall Amount: 2.66 in Edge Length Option: Automatic Storm Duration: 24.0000 hr Dflt Damping (1D): 0.0050 ft Min Node Srf Area 100 ft2 06/01/2021 Page 22 of 34 5 S:\95786\DRAINAGE\10585 Hussey Lane\5/27/2021 14:43 (1D): Energy Switch (1D): Energy Comment: Simulation: 10-year Scenario: Updated Contours - 1.75" Orifice Run Date/Time: 5/27/2021 2:40:05 PM Program Version: ICPR4 4.07.04 General Run Mode: Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 24.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: 06/01/2021 Page 23 of 34 6 S:\95786\DRAINAGE\10585 Hussey Lane\5/27/2021 14:43 Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft Link Optimizer Tol: 0.0001 ft Rainfall Name: ~SCSII-24 Rainfall Amount: 3.83 in Edge Length Option: Automatic Storm Duration: 24.0000 hr Dflt Damping (1D): 0.0050 ft Min Node Srf Area (1D): 100 ft2 Energy Switch (1D): Energy Comment: Simulation: 100-year Scenario: Updated Contours - 1.75" Orifice Run Date/Time: 5/27/2021 2:40:14 PM Program Version: ICPR4 4.07.04 General Run Mode: Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 24.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 Surface Hydraulics 06/01/2021 Page 24 of 34 7 S:\95786\DRAINAGE\10585 Hussey Lane\5/27/2021 14:43 Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft Link Optimizer Tol: 0.0001 ft Rainfall Name: ~SCSII-24 Rainfall Amount: 6.46 in Edge Length Option: Automatic Storm Duration: 24.0000 hr Dflt Damping (1D): 0.0050 ft Min Node Srf Area (1D): 100 ft2 Energy Switch (1D): Energy Comment: Simple Basin: Disturbed Area Scenario: Updated Contours - Minimum Sized Orifice Used (6") Node: DB Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: Curve Number Time of Concentration: 10.5000 min Max Allowable Q: 99999.00 cfs Time Shift: 0.0000 hr Unit Hydrograph: UH484 06/01/2021 Page 25 of 34 8 S:\95786\DRAINAGE\10585 Hussey Lane\5/27/2021 14:43 Peaking Factor: 484.0 Area: 3.8400 ac Curve Number: 83.4 % Impervious: 0.00 % DCIA: 0.00 % Direct: 0.00 Rainfall Name: Comment: Drop Structure Link: Out - Pond Scenario: Updated Contours - Minimum Sized Orifice Used (6") From Node: DB To Node: Outlet 1 Link Count: 1 Flow Direction: Both Solution: Combine Increments: 0 Pipe Count: 1 Damping: 0.0000 ft Length: 57.08 ft FHWA Code: 0 Entr Loss Coef: 0.00 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Bend Location: 0.00 dec Energy Switch: Energy Upstream Pipe Downstream Pipe Invert: 829.30 ft Invert: 829.13 ft Manning's N: 0.0130 Manning's N: 0.0130 Geometry: Circular Geometry: Circular Max Depth: 1.00 ft Max Depth: 1.00 ft Bottom Clip Default: 0.00 ft Default: 0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N: 0.0000 Manning's N: 0.0000 Top Clip Default: 0.00 ft Default: 0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N: 0.0000 Manning's N: 0.0000 Pipe Comment: Weir Component Weir: 1 Weir Count: 1 Weir Flow Direction: Both Damping: 0.0000 ft Weir Type: Sharp Crested Vertical Geometry Type: Circular Invert: 829.30 ft Control Elevation: 829.30 ft Max Depth: 0.50 ft Bottom Clip Default: 0.00 ft Op Table: Ref Node: Top Clip Default: 0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default: 3.200 Weir Table: Orifice Default: 0.600 Orifice Table: Weir Comment: 06/01/2021 Page 26 of 34 9 S:\95786\DRAINAGE\10585 Hussey Lane\5/27/2021 14:43 Drop Structure Comment: Node: DB Scenario: Updated Contours - Minimum Sized Orifice Used (6") Type: Stage/Area Base Flow: 0.00 cfs Initial Stage: 829.30 ft Warning Stage: 834.00 ft Stage [ft]Area [ac]Area [ft2] 829.30 0.0000 0 831.00 0.1950 8494 832.00 0.2210 9627 833.00 0.2290 9975 834.00 0.2480 10803 Comment: Node: Outlet 1 Scenario: Updated Contours - Minimum Sized Orifice Used (6") Type: Time/Stage Base Flow: 0.00 cfs Initial Stage: 827.00 ft Warning Stage: 828.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 0.00 0 0 0 48.0000 0.00 Comment: Simulation: 02-year Scenario: Updated Contours - Minimum Sized Orifice Used (6") Run Date/Time: 5/27/2021 2:40:23 PM Program Version: ICPR4 4.07.04 General Run Mode: Normal 06/01/2021 Page 27 of 34 10 S:\95786\DRAINAGE\10585 Hussey Lane\5/27/2021 14:43 Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 24.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft Link Optimizer Tol: 0.0001 ft Rainfall Name: ~SCSII-24 Rainfall Amount: 2.66 in Edge Length Option: Automatic Storm Duration: 24.0000 hr Dflt Damping (1D): 0.0050 ft Min Node Srf Area 100 ft2 06/01/2021 Page 28 of 34 11 S:\95786\DRAINAGE\10585 Hussey Lane\5/27/2021 14:43 (1D): Energy Switch (1D): Energy Comment: Simulation: 10-year Scenario: Updated Contours - Minimum Sized Orifice Used (6") Run Date/Time: 5/27/2021 2:40:33 PM Program Version: ICPR4 4.07.04 General Run Mode: Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 24.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: 06/01/2021 Page 29 of 34 12 S:\95786\DRAINAGE\10585 Hussey Lane\5/27/2021 14:43 Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft Link Optimizer Tol: 0.0001 ft Rainfall Name: ~SCSII-24 Rainfall Amount: 3.83 in Edge Length Option: Automatic Storm Duration: 24.0000 hr Dflt Damping (1D): 0.0050 ft Min Node Srf Area (1D): 100 ft2 Energy Switch (1D): Energy Comment: Simulation: 100-year Scenario: Updated Contours - Minimum Sized Orifice Used (6") Run Date/Time: 5/27/2021 2:40:47 PM Program Version: ICPR4 4.07.04 General Run Mode: Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 24.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 Surface Hydraulics 06/01/2021 Page 30 of 34 13 S:\95786\DRAINAGE\10585 Hussey Lane\5/27/2021 14:43 Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft Link Optimizer Tol: 0.0001 ft Rainfall Name: ~SCSII-24 Rainfall Amount: 6.46 in Edge Length Option: Automatic Storm Duration: 24.0000 hr Dflt Damping (1D): 0.0050 ft Min Node Srf Area (1D): 100 ft2 Energy Switch (1D): Energy Comment: Node Max Conditions w/ Times [Updated Contours - 1.75" Orifice] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] Time to Max Stage [hr] Time to Min/Max Delta Stage [hr] Time to Max Total Inflow [hr] Time to Max Total Outflow [hr] DB 02-year 834.00 831.53 0.0010 6.27 0.12 9096 19.8812 11.6850 12.0334 19.8312 DB 10-year 834.00 832.37 0.0010 11.19 0.36 9756 14.6420 12.2655 12.0333 14.6087 DB 100-yea r 834.00 834.48 0.0010 22.67 0.83 10803 14.1788 11.1035 12.0333 14.1538 06/01/2021 Page 31 of 34 14 S:\95786\DRAINAGE\10585 Hussey Lane\5/27/2021 14:43 Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] Time to Max Stage [hr] Time to Min/Max Delta Stage [hr] Time to Max Total Inflow [hr] Time to Max Total Outflow [hr] Outlet 1 02-year 828.00 0.00 0.0000 0.12 0.00 0 0.0000 0.0000 19.9562 0.0000 Outlet 1 10-year 828.00 0.00 0.0000 0.36 0.00 0 0.0000 0.0000 14.6087 0.0000 Outlet 1 100-yea r 828.00 0.00 0.0000 0.83 0.00 0 0.0000 0.0000 14.1538 0.0000 Node Max Conditions w/ Times [Updated Contours - Minimum Sized Orifice Used (6")] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] Time to Max Stage [hr] Time to Min/Max Delta Stage [hr] Time to Max Total Inflow [hr] Time to Max Total Outflow [hr] DB 02-year 834.00 830.90 0.0010 6.27 0.98 7985 12.4003 11.7836 12.0334 12.3890 DB 10-year 834.00 831.66 -0.0010 11.19 1.26 9246 12.5743 16.3056 12.0334 12.5690 DB 100-yea r 834.00 833.52 -0.0010 22.67 1.76 10406 12.9018 14.1122 12.0333 12.8946 Outlet 1 02-year 828.00 0.00 0.0000 0.98 0.00 0 0.0000 0.0000 12.3890 0.0000 Outlet 1 10-year 828.00 0.00 0.0000 1.26 0.00 0 0.0000 0.0000 12.6005 0.0000 Outlet 1 100-yea r 828.00 0.00 0.0000 1.76 0.00 0 0.0000 0.0000 12.8946 0.0000 06/01/2021 Page 32 of 34 10585 Hussey Lane Outlet Structure Lake # 1 TOC Width(in)= 24 Grate Type= TOC Length(in)= 24 Outlet Pipe(in)= 12 TOC Depth(in)= 24 TOC Width(in)= 24 TOC Elev(ft)= 833.3 TC-O3 ∆H(in)= Orifice 3 Depth(in)= Orifice 3 Width(in)= Orifice 3 Elev(ft)= 33 O3-O2 ∆H(in)= Orifice 2 Depth(in)= Orifice 2 Width(in)= Orifice 2 Elev(ft)= Outlet Pipe(in)= 12 O2-O1 ∆H(in)=Invert(ft)= 829.3 Orifice 1 / WQ Orifice(in)=6 Normal Pool(ft)= 829.3 Job #95786 Difference Between Top of Pipe and Top of Structure (in) 06/01/2021 Page 33 of 34 Erosion-Protection MethodVelocity, v (ft/s)Revetment Riprap≤ 6.5Class 1 Riprap 6.5 < v < 10Class 2 Riprap 10 ≤ v ≤ 13Energy Dissipator> 13L=Apron Length (ft)Q= Flow (cfs)v=Velocity (ft/s)D=Diameter (ft)Tw=Tailwater (ft)INDOT Figure 203-2J - Minimum Riprap Apron SizeOutlet Outlet Outlet Start End Tw < 0.5DFlow, QVelocity, vDiameter Width Width Length Erosion-Protection MethodStr # (cfs) (ft/s) (ft) (ft) (ft) (ft)pond-404 3.04 2.52 1.25 3.75 6.25 12.7Revetment Riprapout-pond 1.94 2.67 1.00 35 10.5Revetment RiprapRipRap ApronJob #95786Stream Velocity for Erosion ProtectionINDOT Figure 203-2DRipRap Apron Calcs10585 Hussey Lane𝐿 ൌ 1.8𝐷𝑄𝐷ଶ.ହ൅7𝐷06/01/2021 Page 34 of 34