EROSION CONTROL NARRATIVE
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- Bertram White
- 5 years ago
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1 EROSION CONTROL NARRATIVE Erosion and sediment control has been designed for the Willow Bend Phase I Subdivision according to UDFCD and the City of Thornton criteria, in order to minimize erosion and sediment movement. This Erosion Control plan has been divided into three (3) phases; Initial, Interim, and Final. The initial phase will take place before construction activities begin on the site. The purpose of this phase will be to set up perimeter control construction best management practices (CBMP). This phase will consist of CBMPs such as silt fence, vehicle tracking control, concrete washout areas, stabilized staging areas, drainage swales/dikes, and temporary sediment basins. The Erosion Control design calculations for the temporary swales and Sediment Basins have been included with this submittal. Drainage swale section EC A-A (see construction plans) has been sized for 47 cfs, and drainage swale section EC B-B has been sized for 40 cfs. Temporary Sediment Basin #0 has been sized to hold 249,696 c.f. of storage, Temporary Sediment Basin #1 has been sized to hold 57,020 c.f. of storage, Sediment Basin #2 has been sized to hold 22,022 c.f. of storage, and Temporary Sediment Basin #3 has been sized to hold 332,175 c.f. of storage. Riser pipes have been designed in each Temporary Sediment Basin for a 72-hour release period. These CBMPs will ensure proper sediment and erosion control as construction activities commence within the site. After the Initial Phase erosion control CBMPs have been established, the Interim Erosion Control phase will begin. During this phase, construction activities such as clearing, grading, utility and infrastructure placement will begin. Once permanent stormwater facilities have been constructed in this phase, the temporary sediment basins can be removed and overlot grading finished, as long as the Floodplain permit has been granted. As inlets/outlets are constructed, inlet/outlet protection will be placed. Rough cut street control will be placed, while keeping previous CBMPs such as silt fence, and drainage swales/dikes. CBMPs will be removed as applicable while final grading and infrastructure is completed. After grading and infrastructure construction has been completed, the Final Erosion Control phase will initiate. The Final Phase will consist of the final stabilization of the site, including CBMPs such as surface roughening, mulching, permanent seeding, and inlet protection. Applicable CBMPs will be kept in place until construction been completed and final stabilization is complete.
2 PROJECT : Willow Bend DATE : 2/19/2018 PROJECT NO. : BY : IC Sediment Basin Calculations - TEMP.SED. BASIN #0 Required Sediment Basin Volume Tributary (ac) % Impervious % Provided Volume Contour Elevation Actual Elevation Total Required Volume = 5.73 ac-ft ( Volume = 3600 CF/AC ) = 249,696 ft3 = 124,848 ft3 (50% Volume) Ft 2 1/3 (A1 + A2 + (A1A2) 1/2 ) D Total Volume (ft 3 ) Total Volume (ac-ft) 33, ,804 34,413 34, ,650 37,218 71, ,573 40, , ,573 43, , ,650 46, , ,804 49, , ,502 52, , Elevation Depth Pond Overflow Crest Elev= % Sediment Basin Water Elev= Sediment Basin Water elevation= JANSEN STRAWN CONSULTING ENGINEERS 990 S. Broadway - Denver, CO p: f:
3 PROJECT : Willow Bend DATE : 4/15/2016 PROJECT NO. : BY : DFA Sediment Basin Calculations - TEMP.SED. BASIN #1 Required Sediment Basin Volume Tributary (ac) % Impervious % Provided Volume Contour Elevation Actual Elevation Total Required Volume = 1.31 ac-ft ( Volume = 3600 CF/AC ) = 57,020 ft3 = 28,510 ft3 (50% Volume) Ft 2 1/3 (A1 + A2 + (A1A2) 1/2 ) D Total Volume (ft 3 ) Total Volume (ac-ft) 16, ,164 18,014 18, ,548 20,344 38, ,039 22,782 61, ,678 25,347 86, Elevation Depth Pond Overflow Crest Elev= % Sediment Basin Water Elev= Sediment Basin Water elevation= JANSEN STRAWN CONSULTING ENGINEERS 1165 S. Pennsylvania St. - Denver, CO p: f:
4 PROJECT : Willow Bend DATE : 4/15/2016 PROJECT NO. : BY : DFA Sediment Basin Calculations - TEMP.SED. BASIN #2 Required Sediment Basin Volume Tributary (ac) % Impervious % Provided Volume Contour Elevation Actual Elevation Total Required Volume = 0.51 ac-ft ( Volume = 3600 CF/AC ) = 22,022 ft3 = 11,011 ft3 (50% Volume) Ft 2 1/3 (A1 + A2 + (A1A2) 1/2 ) D Total Volume (ft 3 ) Total Volume (ac-ft) 3, ,000 4,445 4, ,185 5,582 10, ,512 6,838 16, ,950 8,221 25, ,482 9,706 34, Elevation Depth Pond Overflow Crest Elev= % Sediment Basin Water Elev= Sediment Basin Water elevation= JANSEN STRAWN CONSULTING ENGINEERS 1165 S. Pennsylvania St. - Denver, CO p: f:
5 PROJECT : Willow Bend DATE : 4/15/2016 PROJECT NO. : BY : DFA Sediment Basin Calculations - TEMP.SED. BASIN #3 Required Sediment Basin Volume Tributary (ac) % Impervious % Provided Volume Contour Elevation Actual Elevation Total Required Volume = 7.63 ac-ft ( Volume = 3600 CF/AC ) = 332,175 ft3 = 166,088 ft3 (50% Volume) Ft 2 1/3 (A1 + A2 + (A1A2) 1/2 ) D Total Volume (ft 3 ) Total Volume (ac-ft) ,750 1,130 1, ,313 2,937 4, ,706 6,382 10, ,640 12,005 22, ,675 20,451 42, ,900 52,804 75, ,974 82, , , , , , , , , , , , , , , , , , , , , , , Elevation Depth Pond Overflow Crest Elev= % Sediment Basin Water Elev= Sediment Basin Water elevation= JANSEN STRAWN CONSULTING ENGINEERS 1165 S. Pennsylvania St. - Denver, CO p: f:
6 DETENTION BASIN STAGE-STORAGE TABLE BUILDER UD-Detention, Version 3.07 (February 2017) Project: Willow Bend Phase I Basin ID: Sediment Basin #0 Example Zone Configuration (Retention Pond) Depth Increment = Stage - Storage Description ft Optional Stage (ft) Required Volume Calculation Top of Micropool , Selected BMP Type = EDB , , Watershed = acres , , Watershed Length = 3,075 ft , , Watershed Slope = ft/ft , , Watershed Imperviousness = 40.00% percent , , Percentage Hydrologic Soil Group A = 0.0% percent , , Percentage Hydrologic Soil Group B = 0.0% percent , , Percentage Hydrologic Soil Groups C/D = 100.0% percent Desired WQCV Drain Time = 40.0 hours Location for 1-hr Rainfall Depths = Thornton - Civic Center Water Quality Capture Volume (WQCV) = acre-feet Optional User Excess Urban Runoff Volume (EURV) = acre-feet 1-hr Precipitation 2-yr Runoff Volume (P1 = 0.83 in.) = acre-feet inches 5-yr Runoff Volume (P1 = 1.11 in.) = acre-feet inches 10-yr Runoff Volume (P1 = 1.37 in.) = acre-feet inches 25-yr Runoff Volume (P1 = 1.77 in.) = acre-feet inches 50-yr Runoff Volume (P1 = 2.1 in.) = acre-feet inches 100-yr Runoff Volume (P1 = 2.46 in.) = acre-feet inches 500-yr Runoff Volume (P1 = 3.4 in.) = acre-feet inches Approximate 2-yr Detention Volume = acre-feet Approximate 5-yr Detention Volume = acre-feet Approximate 10-yr Detention Volume = acre-feet Approximate 25-yr Detention Volume = acre-feet Approximate 50-yr Detention Volume = acre-feet Approximate 100-yr Detention Volume = acre-feet Stage-Storage Calculation Zone 1 Volume (User Defined) = acre-feet WQCV not provided! Select Zone 2 Storage Volume (Optional) = acre-feet Total detention volume Select Zone 3 Storage Volume (Optional) = acre-feet is less than 100-year Total Detention Basin Volume = acre-feet volume. Initial Surcharge Volume (ISV) = user ft^3 Initial Surcharge Depth (ISD) = user ft Total Available Detention Depth (H total ) = user ft Depth of Trickle Channel (H TC ) = user ft Slope of Trickle Channel (S TC ) = user ft/ft Slopes of Main Basin Sides (S main ) = user H:V Basin Length-to-Width Ratio (R L/W ) = user Initial Surcharge (A ISV ) = user ft^2 Surcharge Volume Length (L ISV ) = user ft Surcharge Volume Width (W ISV ) = user ft Depth of Basin Floor (H FLOOR ) = user ft Length of Basin Floor (L FLOOR ) = user ft Width of Basin Floor (W FLOOR ) = user ft of Basin Floor (A FLOOR ) = user ft^2 Volume of Basin Floor (V FLOOR ) = user ft^3 Depth of Main Basin (H MAIN ) = user ft Length of Main Basin (L MAIN ) = user ft Width of Main Basin (W MAIN ) = user ft of Main Basin (A MAIN ) = user ft^2 Volume of Main Basin (V MAIN ) = user ft^3 Calculated Total Basin Volume (V total ) = user acre-feet Stage (ft) Length (ft) Width (ft) (ft^2) Optional (ft^2) (acre) Volume (ft^3) Volume (ac-ft) UD-Detention_v3.07.xlsm, Basin 2/22/2018, 11:08 AM
7 (acres) Volume (ac-ft) Length, Width (ft.) (sq.ft.) DETENTION BASIN STAGE-STORAGE TABLE BUILDER UD-Detention, Version 3.07 (February 2017) 20 1 User Defined Stage- Boolean for Message 1 Equal Stage- Inputs Watershed L:W 1 CountA Calc_S_TC H_FLOOR 300 L_FLOOR_OTHER ISV 0.00 ISV 0.00 Floor 0.00 Floor 5.99 Zone 1 (User) 5.99 Zone 1 (User) 0.00 Zone Zone Zone Zone Stage (ft) Length (ft) Width (ft) (sq.ft.) Stage (ft.) (acres) Volume (ac-ft) UD-Detention_v3.07.xlsm, Basin 2/22/2018, 11:08 AM
8 Detention Basin Outlet Structure Design Project: Willow Bend Phase I Basin ID: Sediment Basin #0 UD-Detention, Version 3.07 (February 2017) Stage (ft) Zone Volume (ac-ft) Outlet Type Zone 1 (User) Orifice Plate Zone 2 Zone 3 Example Zone Configuration (Retention Pond) 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 = N/A ft 2 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 = ft (relative to basin bottom at Stage = 0 ft) WQ Orifice per Row = 7.222E-02 ft 2 Depth at top of Zone using Orifice Plate = 5.99 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 per Row = sq. inches (use rectangular openings) Elliptical Slot = N/A ft 2 User Input: Stage and Total 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) Orifice (sq. inches) Stage of Orifice Centroid (ft) Orifice (sq. inches) Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) 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 = ft 2 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 Not Selected Not Selected Not Selected Not Selected Overflow Weir Front Edge Height, Ho = ft (relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, H t = feet Overflow Weir Front Edge Length = feet Over Flow Weir Slope Length = feet Overflow Weir Slope = H:V (enter zero for flat grate) Grate Open / 100-yr Orifice = should be > 4 Horiz. Length of Weir Sides = feet Overflow Grate Open w/o Debris = ft 2 Overflow Grate Open % = %, grate open area/total area Overflow Grate Open w/ Debris = ft 2 Debris Clogging % = % User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Not Selected Not Selected Not Selected Not Selected Depth to Invert of Outlet Pipe = ft (distance below basin bottom at Stage = 0 ft) Outlet Orifice = ft 2 Circular Orifice Diameter = inches Outlet Orifice Centroid = feet Half-Central Angle of Restrictor Plate on Pipe = N/A N/A radians User Input: Emergency Spillway (Rectangular or Trapezoidal) Calculated Parameters for Spillway Spillway Invert Stage= ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= feet Spillway Crest Length = feet Stage at Top of Freeboard = feet Spillway End Slopes = H:V Basin at Top of Freeboard = acres Freeboard above Max Water Surface = 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) = Calculated Runoff Volume (acre-ft) = OPTIONAL Runoff Volume (acre-ft) = Inflow Hydrograph Volume (acre-ft) = Predevelopment Unit Peak Flow, q (cfs/acre) = Predevelopment Peak Q (cfs) = Peak Inflow Q (cfs) = Peak Outflow Q (cfs) = Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A Structure Controlling Flow = Plate Plate Plate Plate Plate N/A N/A N/A N/A Max Velocity through Grate 1 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A N/A 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) = Time to Drain 99% of Inflow Volume (hours) = Maximum Ponding Depth (ft) = at Maximum Ponding Depth (acres) = Maximum Volume Stored (acre-ft) =
9 AREA [ft^2], VOLUME [ft^3] OUTFLOW [cfs] PONDING DEPTH [ft] FLOW [cfs] Detention Basin Outlet Structure Design UD-Detention, Version 3.07 (February 2017) COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1 Vert Orifice 2 500YR Count_Underdrain IN = meter = 3/8 inch) YR OUT Count_WQPlate = 100YR IN eter = 7/16 inch) 100YR Count_VertOrifice1 OUT = meter = 1/2 inch) Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean 50YR Count_VertOrifice2 IN = eter = 9/16 inch) 1 1 5yr, <72hr 0 50YR OUT Count_Weir1 = meter = 5/8 inch) >5yr, <120hr 0 25YR IN 25YR OUT Count_Weir2 = er = 11/16 inch) Max Depth Row 10YR Count_OutletPipe1 IN = meter = 3/4 inch) WQCV 149 Watershed Constraint Check 10YR OUT Count_OutletPipe2 = er = 13/16 inch) 2 Year 233 Slope COUNTA_2 5YR (Standard IN FSD Setup)= meter = 7/8 inch) EURV 348 Shape YR MaxPondDepth_Error? OUT FALSE 0.67 er = 15/16 inch) 5 Year 369 2YR Hidden IN Parameters & Calculations 0.76 ameter = 1 inch) 10 Year 506 Spillway Depth 2YR OUT 0.86 = 1-1/16 inches) 25 Year 701 EURV IN WQ Plate Flow at 100yr depth = = 1-1/8 inches) 50 Year 701 EURV OUT WQCV IN CLOG #1= 0% 1.08 = 1-3/16 inches) 100 Year Z1_Boolean WQCV OUT C dw #1 = 1.20 = 1-1/4 inches) 500 Year Z2_Boolean C do #1 = 1.32 = 1-5/16 inches) Zone3_Pulldown Message 1 Z3_Boolean Overflow Weir #1 Angle = 1.45 = 1-3/8 inches) 1 Opening Message CLOG #2= 0% 1.59 = 1-7/16 inches) Draintime Running C dw #2 = 1.73 = 1-1/2 inches) Outlet Boolean Outlet Rank Total (1 to 4) C do #2 = 1.88 = 1-9/16 inches) Vertical Orifice Overflow Weir #2 Angle = 2.03 = 1-5/8 inches) Vertical Orifice Boolean 0 Underdrain Q at 100yr depth = /16 inches) Overflow Weir Max Depth VertOrifice1 Q at 100yr depth = = 1-3/4 inches) Overflow Weir yr Depth TIME [hr] VertOrifice2 Q at 100yr depth = /16 inches) Outlet Pipe Freeboard EURV_draintime_user = 2.72 = 1-7/8 inches) Outlet Pipe Spillway Count_User_Hydrographs 500YR /16 inches) 0 Spillway Length CountA_3 100YR (EURV & 100yr) = eter = 2 inches) Button Visibility Boolean FALSE Time Interval CountA_4 50YR (100yr Only) = 25YR 10YR 5YR gular openings) 1 Button_Trigger 0 Underdrain 0 WQCV Plate 0 EURV-WQCV Plate 2YR 0 EURV-WQCV VertOrifice EURV 0 Outlet 90% Qpeak WQCV 0 Outlet Undetained DRAIN TIME [hr] 350, , , , ,000 User [ft^2] Interpolated [ft^2] Summary [ft^2] Volume [ft^3] Summary Volume [ft^3] Outflow [cfs] Summary Outflow [cfs] , , PONDING DEPTH [ft] S-A-V-D Chart Axis X-axis Left Y-Axis Right Y-Axis minimum bound maximum bound
10 Storm Inflow Hydrographs Detention Basin Outlet Structure Design Outflow Hydrograph Workbook Filename: UD-Detention, Version 3.07 (February 2017) 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] 5.86 min 0:00: :05: Hydrograph 0:11: Constant 0:17: :23: :29: :35: :41: :46: :52: :58: :04: :10: :16: :22: :27: :33: :39: :45: :51: :57: :03: :08: :14: :20: :26: :32: :38: :44: :49: :55: :01: :07: :13: :19: :25: :30: :36: :42: :48: :54: :00: :06: :11: :17: :23: :29: :35: :41: :47: :53: :58: :04: :10: :16: :22: :28: :34: :39: :45: :51: :57: :03: :09: :15: :20: :26: :32: :38: :44: :50: :56: :01:
11 UD-Detention, Version 3.07 (February 2017) Summary Stage--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 - Storage Description Detention Basin Outlet Structure Design Stage Volume Volume Total Outflow [ft] [ft^2] [acres] [ft^3] [ac-ft] [cfs] 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).
12 DETENTION BASIN STAGE-STORAGE TABLE BUILDER UD-Detention, Version 3.07 (February 2017) Project: Willow Bend Phase I Basin ID: Sediment Basin #1 Example Zone Configuration (Retention Pond) Depth Increment = Stage - Storage Description ft Optional Stage (ft) Required Volume Calculation Top of Micropool , Selected BMP Type = EDB , , Watershed = acres , , Watershed Length = 1,780 ft , , Watershed Slope = ft/ft , , Watershed Imperviousness = 30.00% percent Percentage Hydrologic Soil Group A = 0.0% percent Percentage Hydrologic Soil Group B = 0.0% percent Percentage Hydrologic Soil Groups C/D = 100.0% percent Desired WQCV Drain Time = 40.0 hours Location for 1-hr Rainfall Depths = Thornton - Civic Center Water Quality Capture Volume (WQCV) = acre-feet Optional User Excess Urban Runoff Volume (EURV) = acre-feet 1-hr Precipitation 2-yr Runoff Volume (P1 = 0.83 in.) = acre-feet inches 5-yr Runoff Volume (P1 = 1.11 in.) = acre-feet inches 10-yr Runoff Volume (P1 = 1.37 in.) = acre-feet inches 25-yr Runoff Volume (P1 = 1.77 in.) = acre-feet inches 50-yr Runoff Volume (P1 = 2.1 in.) = acre-feet inches 100-yr Runoff Volume (P1 = 2.46 in.) = acre-feet inches 500-yr Runoff Volume (P1 = 3.4 in.) = acre-feet inches Approximate 2-yr Detention Volume = acre-feet Approximate 5-yr Detention Volume = acre-feet Approximate 10-yr Detention Volume = acre-feet Approximate 25-yr Detention Volume = acre-feet Approximate 50-yr Detention Volume = acre-feet Approximate 100-yr Detention Volume = acre-feet Stage-Storage Calculation Zone 1 Volume (User Defined) = acre-feet WQCV not provided! Select Zone 2 Storage Volume (Optional) = acre-feet Select Zone 3 Storage Volume (Optional) = acre-feet Total Detention Basin Volume = acre-feet Initial Surcharge Volume (ISV) = user ft^3 Initial Surcharge Depth (ISD) = user ft Total Available Detention Depth (H total ) = user ft Depth of Trickle Channel (H TC ) = user ft Slope of Trickle Channel (S TC ) = user ft/ft Slopes of Main Basin Sides (S main ) = user H:V Basin Length-to-Width Ratio (R L/W ) = user Initial Surcharge (A ISV ) = user ft^2 Surcharge Volume Length (L ISV ) = user ft Surcharge Volume Width (W ISV ) = user ft Depth of Basin Floor (H FLOOR ) = user ft Length of Basin Floor (L FLOOR ) = user ft Width of Basin Floor (W FLOOR ) = user ft of Basin Floor (A FLOOR ) = user ft^2 Volume of Basin Floor (V FLOOR ) = user ft^3 Depth of Main Basin (H MAIN ) = user ft Length of Main Basin (L MAIN ) = user ft Width of Main Basin (W MAIN ) = user ft of Main Basin (A MAIN ) = user ft^2 Volume of Main Basin (V MAIN ) = user ft^3 Calculated Total Basin Volume (V total ) = user acre-feet Stage (ft) Length (ft) Width (ft) (ft^2) Optional (ft^2) (acre) Volume (ft^3) Volume (ac-ft) UD-Detention_v Pond 1 Calcs.xlsm, Basin 2/21/2018, 11:21 AM
13 (acres) Volume (ac-ft) Length, Width (ft.) (sq.ft.) DETENTION BASIN STAGE-STORAGE TABLE BUILDER UD-Detention, Version 3.07 (February 2017) 20 1 User Defined Stage- Boolean for Message 1 Equal Stage- Inputs Watershed L:W 1 CountA Calc_S_TC H_FLOOR 300 L_FLOOR_OTHER ISV 0.00 ISV 0.00 Floor 0.00 Floor 2.83 Zone 1 (User) 2.83 Zone 1 (User) 0.00 Zone Zone Zone Zone Stage (ft) Length (ft) Width (ft) (sq.ft.) Stage (ft.) (acres) Volume (ac-ft) UD-Detention_v Pond 1 Calcs.xlsm, Basin 2/21/2018, 11:21 AM
14 Detention Basin Outlet Structure Design Project: Willow Bend Phase I Basin ID: Sediment Basin #1 UD-Detention, Version 3.07 (February 2017) Stage (ft) Zone Volume (ac-ft) Outlet Type Zone 1 (User) Orifice Plate Zone 2 Zone 3 Example Zone Configuration (Retention Pond) 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 = N/A ft 2 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 = ft (relative to basin bottom at Stage = 0 ft) WQ Orifice per Row = 2.708E-02 ft 2 Depth at top of Zone using Orifice Plate = 2.83 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 per Row = 3.90 sq. inches (use rectangular openings) Elliptical Slot = N/A ft 2 User Input: Stage and Total 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) Orifice (sq. inches) Stage of Orifice Centroid (ft) Orifice (sq. inches) Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) 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 = ft 2 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 Not Selected Not Selected Not Selected Not Selected Overflow Weir Front Edge Height, Ho = ft (relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, H t = feet Overflow Weir Front Edge Length = feet Over Flow Weir Slope Length = feet Overflow Weir Slope = H:V (enter zero for flat grate) Grate Open / 100-yr Orifice = should be > 4 Horiz. Length of Weir Sides = feet Overflow Grate Open w/o Debris = ft 2 Overflow Grate Open % = %, grate open area/total area Overflow Grate Open w/ Debris = ft 2 Debris Clogging % = % User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Not Selected Not Selected Not Selected Not Selected Depth to Invert of Outlet Pipe = ft (distance below basin bottom at Stage = 0 ft) Outlet Orifice = ft 2 Circular Orifice Diameter = inches Outlet Orifice Centroid = feet Half-Central Angle of Restrictor Plate on Pipe = N/A N/A radians User Input: Emergency Spillway (Rectangular or Trapezoidal) Calculated Parameters for Spillway Spillway Invert Stage= ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= feet Spillway Crest Length = feet Stage at Top of Freeboard = feet Spillway End Slopes = H:V Basin at Top of Freeboard = acres Freeboard above Max Water Surface = 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) = Calculated Runoff Volume (acre-ft) = OPTIONAL Runoff Volume (acre-ft) = Inflow Hydrograph Volume (acre-ft) = Predevelopment Unit Peak Flow, q (cfs/acre) = Predevelopment Peak Q (cfs) = Peak Inflow Q (cfs) = Peak Outflow Q (cfs) = Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A Structure Controlling Flow = Plate Plate Plate Plate Plate Plate Plate N/A N/A Max Velocity through Grate 1 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A N/A 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) = Time to Drain 99% of Inflow Volume (hours) = Maximum Ponding Depth (ft) = at Maximum Ponding Depth (acres) = Maximum Volume Stored (acre-ft) =
15 AREA [ft^2], VOLUME [ft^3] OUTFLOW [cfs] PONDING DEPTH [ft] FLOW [cfs] Detention Basin Outlet Structure Design UD-Detention, Version 3.07 (February 2017) COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1 Vert Orifice 2 500YR Count_Underdrain IN = meter = 3/8 inch) YR OUT Count_WQPlate = 100YR IN eter = 7/16 inch) 100YR Count_VertOrifice1 OUT = meter = 1/2 inch) Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean 50YR Count_VertOrifice2 IN = eter = 9/16 inch) 1 1 5yr, <72hr 0 50YR OUT Count_Weir1 = meter = 5/8 inch) >5yr, <120hr 0 25YR IN 25YR OUT Count_Weir2 = er = 11/16 inch) Max Depth Row 10YR Count_OutletPipe1 IN = meter = 3/4 inch) WQCV 45 Watershed Constraint Check 10YR OUT Count_OutletPipe2 = er = 13/16 inch) 2 Year 61 Slope COUNTA_2 5YR (Standard IN FSD Setup)= meter = 7/8 inch) EURV 94 Shape YR MaxPondDepth_Error? OUT FALSE 0.67 er = 15/16 inch) 5 Year 104 2YR Hidden IN Parameters & Calculations 0.76 ameter = 1 inch) 10 Year 152 Spillway Depth 2YR OUT 0.86 = 1-1/16 inches) 25 Year 257 EURV IN WQ Plate Flow at 100yr depth = = 1-1/8 inches) 50 Year 330 EURV OUT WQCV IN CLOG #1= 0% 1.08 = 1-3/16 inches) 100 Year Z1_Boolean WQCV OUT C dw #1 = 1.20 = 1-1/4 inches) 500 Year Z2_Boolean C do #1 = 1.32 = 1-5/16 inches) Zone3_Pulldown Message 1 Z3_Boolean Overflow Weir #1 Angle = 1.45 = 1-3/8 inches) 1 Opening Message CLOG #2= 0% 1.59 = 1-7/16 inches) Draintime Running C dw #2 = 1.73 = 1-1/2 inches) Outlet Boolean Outlet Rank Total (1 to 4) C do #2 = 1.88 = 1-9/16 inches) Vertical Orifice Overflow Weir #2 Angle = 2.03 = 1-5/8 inches) Vertical Orifice Boolean 0 Underdrain Q at 100yr depth = /16 inches) Overflow Weir Max Depth VertOrifice1 Q at 100yr depth = = 1-3/4 inches) Overflow Weir yr Depth TIME [hr] VertOrifice2 Q at 100yr depth = /16 inches) Outlet Pipe Freeboard EURV_draintime_user = 2.72 = 1-7/8 inches) Outlet Pipe Spillway Count_User_Hydrographs 500YR /16 inches) 0 Spillway Length CountA_3 100YR (EURV & 100yr) = eter = 2 inches) Button Visibility Boolean FALSE Time Interval CountA_4 50YR (100yr Only) = 25YR 10YR 5YR gular openings) 1 Button_Trigger 0 Underdrain 0 WQCV Plate 0 EURV-WQCV Plate 2YR 0 EURV-WQCV VertOrifice EURV 0 Outlet 90% Qpeak WQCV 0 Outlet Undetained DRAIN TIME [hr] 100,000 90,000 80,000 70,000 60,000 50,000 40,000 User [ft^2] Interpolated [ft^2] Summary [ft^2] Volume [ft^3] Summary Volume [ft^3] Outflow [cfs] Summary Outflow [cfs] , ,000 10, PONDING DEPTH [ft] S-A-V-D Chart Axis X-axis Left Y-Axis Right Y-Axis minimum bound maximum bound
16 Storm Inflow Hydrographs Detention Basin Outlet Structure Design Outflow Hydrograph Workbook Filename: UD-Detention, Version 3.07 (February 2017) 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: :06: Hydrograph 0:13: Constant 0:19: :26: :32: :39: :45: :52: :58: :05: :11: :18: :24: :31: :37: :44: :50: :57: :03: :10: :16: :23: :29: :36: :43: :49: :56: :02: :09: :15: :22: :28: :35: :41: :48: :54: :01: :07: :14: :20: :27: :33: :40: :46: :53: :59: :06: :12: :19: :26: :32: :39: :45: :52: :58: :05: :11: :18: :24: :31: :37: :44: :50: :57: :03: :10: :16: :23: :29: :36: :42: :49:
17 UD-Detention, Version 3.07 (February 2017) Summary Stage--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 - Storage Description Detention Basin Outlet Structure Design Stage Volume Volume Total Outflow [ft] [ft^2] [acres] [ft^3] [ac-ft] [cfs] 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).
18 STAGE-STORAGE SIZING FOR DETENTION BASINS Project: Willow Bend Basin ID: Sed Pond 2 Design Information (Input): Width of Basin Bottom, W = ft Check Basin Shape Right Triangle OR Length of Basin Bottom, L = ft Isosceles Triangle OR Dam Side-slope (H:V), Z d = ft/ft Rectangle OR Circle / Ellipse OR Irregular (Use Overide values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet 'Modified FAA': acre-ft. Stage-Storage Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft. Storage Requirement from Sheet 'Full-Spectrum': acre-ft. Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes for WQCV, Minor, Surface Slope Width at Length at at at Below at Below for WQCV, Minor, & Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage Stages ft ft/ft ft ft ft 2 ft 2 User ft 3 acres acre-ft Volumes (input) (input) Below El. (output) (output) (output) Overide (output) (output) (output) (for goal seek) Bottom of pond (input) 3, ,000 4, ,185 10, % Volume ,376 10, ,512 16, % Volume ,414 21, Overflow ,482 34, _Sed Pond 2 - UD-Detention_v2.35.xls, Basin 4/15/2016, 1:59 PM
19 STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project: Basin ID: Willow Bend Sed Pond 2 WQCV Design Volume (Input): Catchment Imperviousness, I a = 30.0 percent Catchment, A = acres Diameter of holes, D = inches Depth at WQCV outlet above lowest perforation, H = 2 feet Number of holes per row, N = 1 Vertical distance between rows, h = 4.00 inches OR Number of rows, NL = 5.00 Orifice discharge coefficient, C o = 0.60 Height of slot, H = inches Slope of Basin Trickle Channel, S = ft / ft Width of slot, W = inches Time to Drain the Pond = 72 hours Watershed Design Information (Input): 2.14 Percent Soil Type A = 100 % Percent Soil Type B = % Percent Soil Type C/D = % Outlet Design Information (Output): Excess Urban Runoff Volume (From 'Full-Spectrum Sheet') watershed inches X N/A 0.00 Excess Urban Runoff Volume (From 'Full-Spectrum Sheet') acre-feet Outlet area per row, Ao = 0.72 square inches Total opening area at each row based on user-input above, Ao = 0.79 square inches Total opening area at each row based on user-input above, Ao = square feet 3 Central Elevations of Rows of Holes in feet Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 Σ Flow Collection Capacity for Each Row of Holes in cfs Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row _Sed Pond 2 - UD-Detention_v2.35.xls, WQCV 4/15/2016, 1:59 PM
20 STAGE-STORAGE SIZING FOR DETENTION BASINS Project: Willow Bend Basin ID: Sed Pond 3 Design Information (Input): Width of Basin Bottom, W = ft Check Basin Shape Right Triangle OR Length of Basin Bottom, L = ft Isosceles Triangle OR Dam Side-slope (H:V), Z d = ft/ft Rectangle OR Circle / Ellipse OR Irregular (Use Overide values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet 'Modified FAA': acre-ft. Stage-Storage Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft. Storage Requirement from Sheet 'Full-Spectrum': acre-ft. Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes for WQCV, Minor, Surface Slope Width at Length at at at Below at Below for WQCV, Minor, & Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage Stages ft ft/ft ft ft ft 2 ft 2 User ft 3 acres acre-ft Volumes (input) (input) Below El. (output) (output) (output) Overide (output) (output) (output) (for goal seek) Bottom of pond (input) ,750 1, ,313 4, ,706 10, ,640 22, ,675 43, ,900 75, , , % Volume , , , , , , % Volume , , , , , , , , , , , , _Sed Pond 3 - UD-Detention_v2.35.xls, Basin 4/15/2016, 1:01 PM
21 STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project: Basin ID: Willow Bend Sed Pond 3 WQCV Design Volume (Input): Catchment Imperviousness, I a = 30.0 percent Catchment, A = acres Diameter of holes, D = inches Depth at WQCV outlet above lowest perforation, H = 8 feet Number of holes per row, N = 2 Vertical distance between rows, h = 4.00 inches OR Number of rows, NL = 5.00 Orifice discharge coefficient, C o = 0.60 Height of slot, H = inches Slope of Basin Trickle Channel, S = ft / ft Width of slot, W = inches Time to Drain the Pond = 72 hours Watershed Design Information (Input): 3.62 Percent Soil Type A = 100 % Percent Soil Type B = % Percent Soil Type C/D = % Outlet Design Information (Output): Excess Urban Runoff Volume (From 'Full-Spectrum Sheet') watershed inches X N/A 0.00 Excess Urban Runoff Volume (From 'Full-Spectrum Sheet') acre-feet Outlet area per row, Ao = 3.40 square inches Total opening area at each row based on user-input above, Ao = 3.40 square inches Total opening area at each row based on user-input above, Ao = square feet 3 Central Elevations of Rows of Holes in feet Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 Σ Flow Collection Capacity for Each Row of Holes in cfs Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row _Sed Pond 3 - UD-Detention_v2.35.xls, WQCV 4/15/2016, 1:01 PM
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