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CHERRY STREET COTTAGES - PDP - PDP160041 - SUBMITTAL DOCUMENTS - ROUND 2 - STORMWATER-RELATED DOCUMENTS (16)
Project: Basin ID: Stage (ft) Zone Volume (ac-ft) Outlet Type Zone 1 (WQCV) 0.54 0.017 Orifice Plate Zone 2 (100-year) 2.02 0.100 Weir&Pipe (Restrict) Zone 3 0.117 Total User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Calculated Parameters for Underdrain Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface) Underdrain Orifice Area = N/A ft2 Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid = N/A feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP) Calculated Parameters for Plate Invert of Lowest Orifice = 0.00 ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = 1.458E-03 ft2 Depth at top of Zone using Orifice Plate = 1.00 ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feet Orifice Plate: Orifice Vertical Spacing = N/A inches Elliptical Slot Centroid = N/A feet Orifice Plate: Orifice Area per Row = 0.21 sq. inches (diameter = 1/2 inch) Elliptical Slot Area = N/A ft2 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Row 1 (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) Stage of Orifice Centroid (ft) 0.00 0.30 0.60 Orifice Area (sq. inches) 0.21 0.21 0.21 Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) User Input: Vertical Orifice (Circular or Rectangular) Calculated Parameters for Vertical Orifice Not Selected Not Selected Not Selected Not Selected Invert of Vertical Orifice = ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = ft2 Depth at top of Zone using Vertical Orifice = ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = feet Vertical Orifice Diameter = inches User Input: Overflow Weir (Dropbox) and Grate (Flat or Sloped) Calculated Parameters for Overflow Weir Zone 2 Weir Not Selected Zone 2 Weir Not Selected Overflow Weir Front Edge Height, Ho = 1.00 ft (relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, Ht = 2.00 feet Overflow Weir Front Edge Length = 3.00 feet Over Flow Weir Slope Length = 3.16 feet Overflow Weir Slope = 3.00 H:V (enter zero for flat grate) Grate Open Area / 100-yr Orifice Area = 152.20 should be > 4 Horiz. Length of Weir Sides = 3.00 feet Overflow Grate Open Area w/o Debris = 6.64 ft2 Overflow Grate Open Area % = 70% %, grate open area/total area Overflow Grate Open Area w/ Debris = 3.32 ft2 Debris Clogging % = 50% % User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Zone 2 Restrictor Not Selected Zone 2 Restrictor Not Selected Depth to Invert of Outlet Pipe = 0.00 ft (distance below basin bottom at Stage = 0 ft) Outlet Orifice Area = 0.04 ft2 Outlet Pipe Diameter = 4.00 inches Outlet Orifice Centroid = 0.10 feet Restrictor Plate Height Above Pipe Invert = 2.00 inches Half-Central Angle of Restrictor Plate on Pipe = 1.57 N/A radians User Input: Emergency Spillway (Rectangular or Trapezoidal) Calculated Parameters for Spillway Spillway Invert Stage= 3.03 ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= 0.25 feet Spillway Crest Length = 8.00 feet Stage at Top of Freeboard = 4.28 feet Spillway End Slopes = 0.00 H:V Basin Area at Top of Freeboard = 0.07 acres Freeboard above Max Water Surface = 1.00 feet Routed Hydrograph Results Design Storm Return Period = WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year One-Hour Rainfall Depth (in) = 0.53 1.07 0.90 1.36 1.62 1.95 2.26 3.28 3.33 Calculated Runoff Volume (acre-ft) = 0.017 0.044 0.031 0.057 0.077 0.117 0.147 0.234 0.261 OPTIONAL Override Runoff Volume (acre-ft) = Inflow Hydrograph Volume (acre-ft) = 0.017 0.044 0.031 0.057 0.077 0.117 0.147 0.234 0.261 Predevelopment Unit Peak Flow, q (cfs/acre) = 0.00 0.00 0.01 0.08 0.22 0.57 0.77 1.32 1.57 Predevelopment Peak Q (cfs) = 0.0 0.0 0.0 0.1 0.3 0.6 0.9 1.5 1.8 Peak Inflow Q (cfs) = 0.2 0.6 0.4 0.8 1.0 1.5 1.9 3.0 3.4 Peak Outflow Q (cfs) = 0.0 0.0 0.0 0.1 0.2 0.3 0.3 0.4 1.1 Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A 0.6 0.9 0.4 0.3 0.2 0.6 Structure Controlling Flow = Plate Plate Plate Overflow Grate 1 Outlet Plate 1 Outlet Plate 1 Outlet Plate 1 Outlet Plate 1 Spillway Max Velocity through Grate 1 (fps) = N/A N/A N/A 0.0 0.0 0.0 0.0 0.0 0.0 Max Velocity through Grate 2 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97% of Inflow Volume (hours) = 38 62 53 67 65 62 60 57 55 COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1 Vert Orifice 2 Count_Underdrain = 0 0.11(diameter = 3/8 inch) 2 1 1 Count_WQPlate = 1 0.1(4diameter = 7/16 inch) Count_VertOrifice1 = 0 0.18(diameter = 1/2 inch) Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean Count_VertOrifice2 = 0 0.2(4diameter = 9/16 inch) 4 1 5yr, <72hr 0 Count_Weir1 = 1 0.29(diameter = 5/8 inch) >5yr, <120hr 0 Count_Weir2 = 0 0.(36 diameter = 11/16 inch) Max Depth Row Count_OutletPipe1 = 1 0.42(diameter = 3/4 inch) WQCV 50 Watershed Constraint Check Count_OutletPipe2 = 0 0.(50 diameter = 13/16 inch) 2 Year 70 Slope 0.010 COUNTA_2 (Standard FSD Setup)= 1 0.58(diameter = 7/8 inch) EURV 88 Shape 3.28 MaxPondDepth_Error? FALSE 0.(67 diameter = 15/16 inch) 5 Year 104 Hidden Parameters & Calculations 0.76 (diameter = 1 inch) 10 Year 116 Spillway Depth (diameter 0.86 = 1-1/16 inches) 25 Year 159 0.25 WQ Plate Flow at 100yr depth = 0.03 (0.diameter 97 = 1-1/8 inches) 50 Year 195 CLOG #1= 35% (diameter 1.08 = 1-3/16 inches) 100 Year 303 1 Z1_Boolean Cdw #1 = 0.89 (1.diameter 20 = 1-1/4 inches) 500 Year 314 1 Z2_Boolean Cdo #1 = 0.71 (diameter 1.32 = 1-5/16 inches) Zone3_Pulldown Message 1 Z3_Boolean Overflow Weir #1 Angle = 0.322 (1.diameter 45 = 1-3/8 inches) 1 Opening Message CLOG #2= 0% (diameter 1.59 = 1-7/16 inches) Draintime Running Cdw #2 = (1.diameter 73 = 1-1/2 inches) Outlet Boolean Outlet Rank Total (1 to 4) Cdo #2 = (diameter 1.88 = 1-9/16 inches) Vertical Orifice 1 0 0 1 Overflow Weir #2 Angle = (2.diameter 03 = 1-5/8 inches) Vertical Orifice 2 0 0 Boolean Underdrain Q at 100yr depth = 0.00 (diameter 2.20 = 1-11/16 inches) Overflow Weir 1 1 1 0 Max Depth VertOrifice1 Q at 100yr depth = 0.00 (2.diameter 36 = 1-3/4 inches) Overflow Weir 2 0 0 0 500yr Depth VertOrifice2 Q at 100yr depth = 0.00 (diameter 2.54 = 1-13/16 inches) Outlet Pipe 1 1 1 0 Freeboard EURV_draintime_user = (2.diameter 72 = 1-7/8 inches) Outlet Pipe 2 0 0 1 Spillway Count_User_Hydrographs 0 (diameter 2.90 = 1-15/16 inches) 0 Spillway Length CountA_3 (EURV & 100yr) = 1 3.09(diameter = 2 inches) Button Visibility Boolean FALSE Time Interval CountA_4 (100yr Only) = 1 (use 3.29 rectangular openings) 1 Button_Trigger 0 Underdrain 1 WQCV Plate 0 EURV-WQCV Plate 0 EURV-WQCV VertOrifice 0 Outlet 90% Qpeak 0 Outlet Undetained S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-Axis minimum bound maximum bound UD-Detention, Version 3.07 (February 2017) Detention Basin Outlet Structure Design 0 0.5 1 1.5 2 2.5 3 3.5 4 0.1 1 10 FLOW [cfs] TIME [hr] 500YR IN 500YR OUT 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT Outflow Hydrograph Workbook Filename: Storm Inflow Hydrographs The user can override the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program. SOURCE WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK Time Interval TIME WQCV [cfs] EURV [cfs] 2 Year [cfs] 5 Year [cfs] 10 Year [cfs] 25 Year [cfs] 50 Year [cfs] 100 Year [cfs] 500 Year [cfs] 6.52 min 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:06:31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Hydrograph 0:13:02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Constant 0:19:34 0.01 0.03 0.02 0.03 0.05 0.07 0.09 0.14 0.15 0.767 0:26:05 0.03 0.07 0.05 0.09 0.12 0.18 0.23 0.36 0.40 0:32:36 0.07 0.18 0.13 0.24 0.32 0.47 0.60 0.94 1.04 0:39:07 0.20 0.50 0.36 0.65 0.87 1.31 1.64 2.57 2.86 0:45:38 0.23 0.58 0.41 0.75 1.01 1.52 1.91 3.02 3.36 0:52:10 0.21 0.55 0.39 0.71 0.95 1.44 1.81 2.87 3.20 0:58:41 0.19 0.50 0.35 0.64 0.87 1.31 1.65 2.61 2.91 1:05:12 0.17 0.44 0.31 0.57 0.76 1.16 1.46 2.32 2.58 1:11:43 0.14 0.37 0.26 0.48 0.65 0.99 1.25 1.99 2.22 1:18:14 0.12 0.32 0.23 0.42 0.57 0.87 1.09 1.74 1.94 1:24:46 0.11 0.29 0.20 0.38 0.51 0.78 0.99 1.57 1.75 1:31:17 0.09 0.23 0.16 0.31 0.41 0.63 0.80 1.28 1.43 1:37:48 0.07 0.19 0.13 0.24 0.33 0.51 0.64 1.04 1.16 1:44:19 0.05 0.14 0.09 0.18 0.24 0.38 0.48 0.79 0.88 1:50:50 0.03 0.10 0.07 0.13 0.17 0.27 0.35 0.57 0.64 1:57:22 0.03 0.07 0.05 0.09 0.13 0.20 0.26 0.42 0.47 2:03:53 0.02 0.06 0.04 0.08 0.10 0.16 0.20 0.33 0.37 2:10:24 0.02 0.05 0.03 0.06 0.09 0.13 0.17 0.27 0.30 2:16:55 0.02 0.04 0.03 0.05 0.07 0.11 0.14 0.23 0.26 2:23:26 0.01 0.04 0.03 0.05 0.06 0.10 0.13 0.20 0.23 2:29:58 0.01 0.03 0.02 0.04 0.06 0.09 0.11 0.18 0.21 2:36:29 0.01 0.03 0.02 0.04 0.06 0.08 0.11 0.17 0.19 2:43:00 0.01 0.02 0.02 0.03 0.04 0.06 0.08 0.13 0.14 2:49:31 0.01 0.02 0.01 0.02 0.03 0.05 0.06 0.09 0.10 2:56:02 0.00 0.01 0.01 0.02 0.02 0.03 0.04 0.07 0.08 3:02:34 0.00 0.01 0.01 0.01 0.02 0.02 0.03 0.05 0.05 3:09:05 0.00 0.01 0.00 0.01 0.01 0.02 0.02 0.03 0.04 3:15:36 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.02 0.03 3:22:07 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.02 0.02 3:28:38 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 3:35:10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 3:41:41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:48:12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:54:43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:01:14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:07:46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:14:17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:20:48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:27:19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:33:50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:40:22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:46:53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:53:24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:59:55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:06:26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:12:58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:19:29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:26:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:32:31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:39:02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:45:34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:52:05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Summary Stage-Area-Volume-Discharge Relationships The user can create a summary S-A-V-D by entering the desired stage increments and the remainder of the table will populate automatically. The user should graphically compare the summary S-A-V-D table to the full S-A-V-D table in the chart to confirm it captures all key transition points. Stage Area Area Volume Volume Total Outflow [ft] [ft^2] [acres] [ft^3] [ac-ft] [cfs] 0.00 49 0.001 0 0.000 0.00 0.10 344 0.008 20 0.000 0.00 0.20 850 0.020 73 0.002 0.00 0.30 1,527 0.035 192 0.004 0.00 0.40 2,205 0.051 378 0.009 0.01 0.50 2,871 0.066 632 0.015 0.01 0.60 2,937 0.067 925 0.021 0.01 0.70 2,937 0.067 1,219 0.028 0.01 0.80 2,937 0.067 1,513 0.035 0.01 0.90 2,937 0.067 1,807 0.041 0.02 1.00 2,937 0.067 2,100 0.048 0.02 1.10 2,937 0.067 2,394 0.055 0.16 1.20 2,937 0.067 2,688 0.062 0.22 1.30 2,938 0.067 2,982 0.068 0.23 1.40 2,938 0.067 3,275 0.075 0.24 1.50 2,938 0.067 3,569 0.082 0.25 1.60 2,938 0.067 3,863 0.089 0.26 1.70 2,938 0.067 4,157 0.095 0.27 1.80 2,938 0.067 4,450 0.102 0.27 1.90 2,938 0.067 4,744 0.109 0.28 2.00 2,938 0.067 5,038 0.116 0.29 2.10 2,938 0.067 5,361 0.123 0.30 2.20 2,938 0.067 5,655 0.130 0.30 2.30 2,938 0.067 5,949 0.137 0.31 2.40 2,938 0.067 6,243 0.143 0.32 2.50 2,938 0.067 6,536 0.150 0.33 2.60 2,939 0.067 6,830 0.157 0.33 2.70 2,939 0.067 7,124 0.164 0.34 2.80 2,939 0.067 7,418 0.170 0.35 2.90 2,939 0.067 7,712 0.177 0.35 3.00 2,939 0.067 8,006 0.184 0.36 3.10 2,939 0.067 8,300 0.191 0.81 3.20 2,939 0.067 8,594 0.197 2.05 3.30 2,939 0.067 8,887 0.204 3.74 UD-Detention, Version 3.07 (February 2017) Detention Basin Outlet Structure Design Stage - Storage Description Top of Storage (Bottom of 1' Freeboard) For best results, include the stages of all grade slope changes (e.g. ISV and Floor) from the S-A-V table on Sheet 'Basin'. Also include the inverts of all outlets (e.g. vertical orifice, overflow grate, and spillway, where applicable). 5:58:36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:05:07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:11:38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:18:10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:24:41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:31:12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:37:43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:44:14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:50:46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:57:17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:03:48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:10:19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:16:50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:23:22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:29:53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:36:24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:42:55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:49:26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 UD-Detention, Version 3.07 (February 2017) Detention Basin Outlet Structure Design 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT EURV IN EURV OUT WQCV IN WQCV OUT 0 0.5 1 1.5 2 2.5 3 3.5 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 500YR 100YR 50YR 25YR 10YR 5YR 2YR EURV WQCV 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 OUTFLOW [cfs] AREA [ft^2], VOLUME [ft^3] PONDING DEPTH [ft] User Area [ft^2] Interpolated Area [ft^2] Summary Area [ft^2] Volume [ft^3] Summary Volume [ft^3] Outflow [cfs] Summary Outflow [cfs] Time to Drain 99% of Inflow Volume (hours) = 40 66 56 72 71 71 71 70 69 Maximum Ponding Depth (ft) = 0.50 0.88 0.70 1.04 1.16 1.59 1.95 3.02 3.13 Area at Maximum Ponding Depth (acres) = 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 Maximum Volume Stored (acre-ft) = 0.015 0.041 0.028 0.051 0.060 0.088 0.112 0.185 0.192 Detention Basin Outlet Structure Design UD-Detention, Version 3.07 (February 2017) Example Zone Configuration (Retention Pond)