EROSION CONTROL NARRATIVE

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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.

PROJECT : Willow Bend DATE : 2/19/2018 PROJECT NO. : 13023 BY : IC Sediment Basin Calculations - TEMP.SED. BASIN #0 Required Sediment Basin Volume Tributary (ac) % Impervious 69.36 40.0% Provided Volume Contour Elevation Actual Elevation 0.00 5235.00 1.00 5236.00 2.00 5237.00 3.00 5238.00 4.00 5239.00 5.00 5240.00 6.00 5241.00 7.00 5242.00 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) 33,041 0 0.00 35,804 34,413 34,413 0.79 38,650 37,218 71,631 1.64 41,573 40,103 111,734 2.57 44,573 43,064 154,798 3.55 47,650 46,103 200,901 4.61 50,804 49,219 250,120 5.74 54,502 52,642 302,762 6.95 Elevation Depth Pond Overflow Crest Elev= 5241.00 6.00 50% Sediment Basin Water Elev= 5238.30 3.30 Sediment Basin Water elevation= 5240.99 5.99 JANSEN STRAWN CONSULTING ENGINEERS 990 S. Broadway - Denver, CO 80209 p: 303.561.3333 f: 303.561.3339

PROJECT : Willow Bend DATE : 4/15/2016 PROJECT NO. : 13023 BY : DFA Sediment Basin Calculations - TEMP.SED. BASIN #1 Required Sediment Basin Volume Tributary (ac) % Impervious 15.84 30.0% Provided Volume Contour Elevation Actual Elevation 0.00 5235.00 1.00 5236.00 2.00 5237.00 3.00 5238.00 4.00 5239.00 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) 16,888 0 0.00 19,164 18,014 18,014 0.41 21,548 20,344 38,358 0.88 24,039 22,782 61,141 1.40 26,678 25,347 86,488 1.99 Elevation Depth Pond Overflow Crest Elev= 5239.00 4.00 50% Sediment Basin Water Elev= 5236.52 1.52 Sediment Basin Water elevation= 5237.82 2.82 JANSEN STRAWN CONSULTING ENGINEERS 1165 S. Pennsylvania St. - Denver, CO 80210 p: 303.561.3333 f: 303.561.3339

PROJECT : Willow Bend DATE : 4/15/2016 PROJECT NO. : 13023 BY : DFA Sediment Basin Calculations - TEMP.SED. BASIN #2 Required Sediment Basin Volume Tributary (ac) % Impervious 15.40 30.0% Provided Volume Contour Elevation Actual Elevation 0.00 5224.00 1.00 5225.00 2.00 5226.00 3.00 5227.00 4.00 5228.00 5.00 5229.00 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) 3,912 0 0.00 5,000 4,445 4,445 0.10 6,185 5,582 10,027 0.23 7,512 6,838 16,865 0.39 8,950 8,221 25,085 0.58 10,482 9,706 34,791 0.80 Elevation Depth Pond Overflow Crest Elev= 5229.00 5.00 50% Sediment Basin Water Elev= 5226.14 2.14 Sediment Basin Water elevation= 5227.63 3.63 JANSEN STRAWN CONSULTING ENGINEERS 1165 S. Pennsylvania St. - Denver, CO 80210 p: 303.561.3333 f: 303.561.3339

PROJECT : Willow Bend DATE : 4/15/2016 PROJECT NO. : 13023 BY : DFA Sediment Basin Calculations - TEMP.SED. BASIN #3 Required Sediment Basin Volume Tributary (ac) % Impervious 232.29 30.0% Provided Volume Contour Elevation Actual Elevation 0.00 5186.00 1.00 5187.00 2.00 5188.00 3.00 5189.00 4.00 5190.00 5.00 5191.00 6.00 5192.00 7.00 5193.00 8.00 5194.00 9.00 5195.00 10.00 5196.00 11.00 5197.00 12.00 5198.00 13.00 5199.00 14.00 5200.00 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) 608 0 0.00 1,750 1,130 1,130 0.03 4,313 2,937 4,067 0.09 8,706 6,382 10,449 0.24 15,640 12,005 22,454 0.52 25,675 20,451 42,905 0.98 38,900 52,804 75,258 1.73 58,974 82,374 125,279 2.88 79,794 116,272 191,529 4.40 99,753 156,951 282,230 6.48 117,174 195,775 387,304 8.89 127,045 226,249 508,479 11.67 121,265 238,427 625,731 14.36 125,989 253,033 761,512 17.48 130,829 252,034 877,765 20.15 Elevation Depth Pond Overflow Crest Elev= 5200.00 14.00 50% Sediment Basin Water Elev= 5193.62 7.62 Sediment Basin Water elevation= 5195.48 9.48 JANSEN STRAWN CONSULTING ENGINEERS 1165 S. Pennsylvania St. - Denver, CO 80210 p: 303.561.3333 f: 303.561.3339

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 -- 0.00 -- -- -- 33,041 0.759 Selected BMP Type = EDB -- 1.00 -- -- -- 35,804 0.822 34,065 0.782 Watershed = 92.57 acres -- 2.00 -- -- -- 38,650 0.887 71,263 1.636 Watershed Length = 3,075 ft -- 3.00 -- -- -- 41,573 0.954 111,761 2.566 Watershed Slope = 0.010 ft/ft -- 4.00 -- -- -- 44,573 1.023 154,834 3.554 Watershed Imperviousness = 40.00% percent -- 5.00 -- -- -- 47,650 1.094 200,945 4.613 Percentage Hydrologic Soil Group A = 0.0% percent -- 6.00 -- -- -- 50,804 1.166 250,172 5.743 Percentage Hydrologic Soil Group B = 0.0% percent -- 7.00 -- -- -- 54,502 1.251 302,825 6.952 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) = 1.387 acre-feet Optional User Excess Urban Runoff Volume (EURV) = 3.441 acre-feet 1-hr Precipitation 2-yr Runoff Volume (P1 = 0.83 in.) = 2.233 acre-feet inches 5-yr Runoff Volume (P1 = 1.11 in.) = 3.679 acre-feet inches 10-yr Runoff Volume (P1 = 1.37 in.) = 5.225 acre-feet inches 25-yr Runoff Volume (P1 = 1.77 in.) = 8.586 acre-feet inches 50-yr Runoff Volume (P1 = 2.1 in.) = 11.120 acre-feet inches 100-yr Runoff Volume (P1 = 2.46 in.) = 14.346 acre-feet inches 500-yr Runoff Volume (P1 = 3.4 in.) = 21.843 acre-feet inches Approximate 2-yr Detention Volume = 2.093 acre-feet Approximate 5-yr Detention Volume = 3.470 acre-feet Approximate 10-yr Detention Volume = 4.201 acre-feet Approximate 25-yr Detention Volume = 5.219 acre-feet Approximate 50-yr Detention Volume = 5.729 acre-feet Approximate 100-yr Detention Volume = 7.047 acre-feet Stage-Storage Calculation Zone 1 Volume (User Defined) = 5.730 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 = 5.730 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

(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 400 15 0 Calc_S_TC H_FLOOR 300 L_FLOOR_OTHER 10 0.00 ISV 0.00 ISV 0.00 Floor 0.00 Floor 5.99 Zone 1 (User) 5.99 Zone 1 (User) 0.00 Zone 2 0.00 Zone 2 0.00 Zone 3 0.00 Zone 3 200 5 100 0 0 0.00 2.00 4.00 6.00 8.00 Stage (ft) Length (ft) Width (ft) (sq.ft.) 1.260 6.960 0.945 5.220 0.630 3.480 0.315 1.740 0.000 0.000 0.00 2.00 4.00 6.00 8.00 Stage (ft.) (acres) Volume (ac-ft) UD-Detention_v3.07.xlsm, Basin 2/22/2018, 11:08 AM

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) 5.99 5.730 Orifice Plate Zone 2 Zone 3 Example Zone Configuration (Retention Pond) 5.730 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 = 5238.30 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 = 10.40 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) 0.00 0.33 0.67 1.00 1.33 Orifice (sq. inches) 10.40 10.40 10.40 10.40 10.40 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) = 0.53 1.07 0.83 1.11 1.37 1.77 2.10 2.46 3.40 Calculated Runoff Volume (acre-ft) = 1.387 3.441 2.233 3.679 5.225 8.586 11.120 14.346 21.843 OPTIONAL Runoff Volume (acre-ft) = Inflow Hydrograph Volume (acre-ft) = 1.387 3.441 2.233 3.678 5.221 8.577 11.112 14.339 21.836 Predevelopment Unit Peak Flow, q (cfs/acre) = 0.00 0.00 0.01 0.07 0.22 0.58 0.81 1.11 1.80 Predevelopment Peak Q (cfs) = 0.0 0.0 0.8 6.9 20.1 54.0 75.2 103.2 166.2 Peak Inflow Q (cfs) = 19.5 47.7 31.2 51.0 71.8 116.5 149.7 191.3 286.3 Peak Outflow Q (cfs) = 1.5 2.9 2.2 3.0 3.6 4.4 4.4 4.4 4.4 Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A 0.4 0.2 0.1 0.1 0.0 0.0 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) = 39 42 40 42 43 46 50 55 71 Time to Drain 99% of Inflow Volume (hours) = 44 50 47 50 53 59 63 70 85 Maximum Ponding Depth (ft) = 1.49 3.47 2.32 3.68 5.05 7.00 7.00 7.00 7.00 at Maximum Ponding Depth (acres) = 0.85 0.99 0.91 1.00 1.10 1.25 1.25 1.25 1.25 Maximum Volume Stored (acre-ft) = 1.192 3.012 1.923 3.231 4.657 6.952 6.952 6.952 6.952

AREA [ft^2], VOLUME [ft^3] OUTFLOW [cfs] PONDING DEPTH [ft] FLOW [cfs] 350 300 250 200 150 100 50 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 = 0 0.11 meter = 3/8 inch) 2 1 1 500YR OUT Count_WQPlate = 100YR IN 1 0.14 eter = 7/16 inch) 100YR Count_VertOrifice1 OUT = 0 0.18 meter = 1/2 inch) Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean 50YR Count_VertOrifice2 IN = 0 0.24 eter = 9/16 inch) 1 1 5yr, <72hr 0 50YR OUT Count_Weir1 = 0 0.29 meter = 5/8 inch) >5yr, <120hr 0 25YR IN 25YR OUT Count_Weir2 = 0 0.36 er = 11/16 inch) Max Depth Row 10YR Count_OutletPipe1 IN = 0 0.42 meter = 3/4 inch) WQCV 149 Watershed Constraint Check 10YR OUT Count_OutletPipe2 = 0 0.50 er = 13/16 inch) 2 Year 233 Slope 0.010 COUNTA_2 5YR (Standard IN FSD Setup)= 0 0.58 meter = 7/8 inch) EURV 348 Shape 2.34 5YR 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 = 4.37 0.97 = 1-1/8 inches) 50 Year 701 EURV OUT WQCV IN CLOG #1= 0% 1.08 = 1-3/16 inches) 100 Year 701 1 Z1_Boolean WQCV OUT C dw #1 = 1.20 = 1-1/4 inches) 500 Year 701 1 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 1 0 0 0 Overflow Weir #2 Angle = 2.03 = 1-5/8 inches) Vertical Orifice 2 0 0 Boolean 0 Underdrain Q at 100yr depth = 0.00 2.20 1-11/16 inches) Overflow Weir 1 0 0 1 Max Depth 0.1 1 10 VertOrifice1 Q at 100yr depth = 0.00 2.36 = 1-3/4 inches) Overflow Weir 2 0 0 1 500yr Depth TIME [hr] VertOrifice2 Q at 100yr depth = 0.00 2.54 1-13/16 inches) Outlet Pipe 1 0 0 1 Freeboard 8 7 6 5 EURV_draintime_user = 2.72 = 1-7/8 inches) Outlet Pipe 2 0 0 0 Spillway Count_User_Hydrographs 500YR 0 2.90 1-15/16 inches) 0 Spillway Length CountA_3 100YR (EURV & 100yr) = 0 3.09 eter = 2 inches) Button Visibility Boolean FALSE Time Interval CountA_4 50YR (100yr Only) = 25YR 10YR 5YR 0 3.29 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 4 3 2 1 0 0.1 1 10 100 DRAIN TIME [hr] 350,000 300,000 250,000 200,000 150,000 User [ft^2] Interpolated [ft^2] Summary [ft^2] Volume [ft^3] Summary Volume [ft^3] Outflow [cfs] Summary Outflow [cfs] 5.00 4.50 4.00 3.50 3.00 2.50 2.00 100,000 1.50 50,000 1.00 0.50 0 0.00 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 PONDING DEPTH [ft] S-A-V-D Chart Axis X-axis Left Y-Axis Right Y-Axis minimum bound maximum bound

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 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:05:52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Hydrograph 0:11:43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Constant 0:17:35 0.85 2.01 1.33 2.13 2.92 4.40 5.38 6.49 8.32 0.853 0:23:26 2.30 5.54 3.65 5.91 8.19 12.80 16.04 19.91 27.10 0:29:18 5.91 14.23 9.38 15.16 21.02 32.88 41.21 51.20 70.23 0:35:10 16.23 39.04 25.75 41.58 57.61 89.92 112.55 139.62 190.83 0:41:01 19.48 47.73 31.17 50.96 71.83 116.49 149.70 191.32 277.34 0:46:53 18.63 45.83 29.86 48.96 69.38 113.94 147.72 190.76 286.34 0:52:44 16.96 41.70 27.18 44.55 63.30 104.46 135.85 176.04 267.21 0:58:36 15.20 37.55 24.41 40.13 57.05 94.24 122.62 158.97 241.97 1:04:28 13.19 32.80 21.25 35.07 49.99 82.89 108.07 140.39 215.78 1:10:19 11.46 28.60 18.48 30.60 43.69 72.56 94.66 123.04 190.55 1:16:11 10.40 25.85 16.74 27.64 39.37 65.10 84.72 109.81 168.84 1:22:02 8.64 21.63 13.97 23.14 33.08 55.11 72.05 93.84 146.03 1:27:54 7.11 17.90 11.53 19.16 27.45 45.83 59.97 78.19 123.20 1:33:46 5.54 14.15 9.05 15.16 21.82 36.72 48.25 63.18 101.49 1:39:37 4.19 10.89 6.92 11.69 16.91 28.63 37.72 49.53 81.43 1:45:29 3.06 8.11 5.10 8.71 12.68 21.64 28.62 37.76 64.11 1:51:20 2.34 6.10 3.86 6.54 9.47 16.04 21.11 27.92 48.87 1:57:12 1.91 4.92 3.14 5.27 7.59 12.75 16.71 21.95 37.01 2:03:04 1.62 4.14 2.65 4.44 6.38 10.69 13.99 18.30 30.17 2:08:55 1.41 3.61 2.31 3.86 5.54 9.25 12.09 15.78 25.69 2:14:47 1.27 3.23 2.07 3.46 4.95 8.25 10.76 14.02 22.61 2:20:38 1.17 2.96 1.90 3.17 4.53 7.53 9.81 12.76 20.38 2:26:30 0.86 2.20 1.41 2.36 3.40 5.75 7.58 9.98 16.38 2:32:22 0.63 1.59 1.02 1.71 2.46 4.14 5.46 7.19 11.95 2:38:13 0.46 1.18 0.75 1.26 1.82 3.08 4.05 5.33 8.73 2:44:05 0.34 0.88 0.56 0.94 1.35 2.28 3.01 3.96 6.52 2:49:56 0.25 0.64 0.41 0.69 0.99 1.69 2.23 2.93 4.87 2:55:48 0.18 0.46 0.29 0.49 0.72 1.22 1.61 2.13 3.60 3:01:40 0.13 0.33 0.21 0.36 0.52 0.88 1.17 1.54 2.62 3:07:31 0.09 0.23 0.14 0.25 0.36 0.63 0.83 1.10 1.95 3:13:23 0.05 0.15 0.09 0.16 0.24 0.41 0.55 0.74 1.38 3:19:14 0.03 0.08 0.05 0.09 0.14 0.24 0.33 0.45 0.90 3:25:06 0.01 0.04 0.02 0.04 0.06 0.12 0.16 0.23 0.53 3:30:58 0.00 0.01 0.00 0.01 0.02 0.04 0.05 0.08 0.25 3:36:49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.08 3:42:41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:48:32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:54:24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:00:16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:06:07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:11:59 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:17:50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:23:42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:29:34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:35:25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:41:17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:47:08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:53:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:58:52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:04:43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:10:35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:16:26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:22:18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:28:10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:34:01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:39:53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:45:44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:51:36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:57:28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:03:19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:09:11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:15:02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:20:54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:26:46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:32:37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:38:29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:44:20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:50:12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:56:04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:01:55 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) 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).

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 -- 0.00 -- -- -- 16,888 0.388 Selected BMP Type = EDB -- 1.00 -- -- -- 19,164 0.440 17,834 0.409 Watershed = 15.84 acres -- 2.00 -- -- -- 21,548 0.495 38,167 0.876 Watershed Length = 1,780 ft -- 3.00 -- -- -- 24,039 0.552 61,175 1.404 Watershed Slope = 0.019 ft/ft -- 4.00 -- -- -- 26,678 0.612 86,534 1.987 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) = 0.200 acre-feet Optional User Excess Urban Runoff Volume (EURV) = 0.432 acre-feet 1-hr Precipitation 2-yr Runoff Volume (P1 = 0.83 in.) = 0.276 acre-feet inches 5-yr Runoff Volume (P1 = 1.11 in.) = 0.485 acre-feet inches 10-yr Runoff Volume (P1 = 1.37 in.) = 0.736 acre-feet inches 25-yr Runoff Volume (P1 = 1.77 in.) = 1.312 acre-feet inches 50-yr Runoff Volume (P1 = 2.1 in.) = 1.743 acre-feet inches 100-yr Runoff Volume (P1 = 2.46 in.) = 2.299 acre-feet inches 500-yr Runoff Volume (P1 = 3.4 in.) = 3.571 acre-feet inches Approximate 2-yr Detention Volume = 0.258 acre-feet Approximate 5-yr Detention Volume = 0.458 acre-feet Approximate 10-yr Detention Volume = 0.563 acre-feet Approximate 25-yr Detention Volume = 0.715 acre-feet Approximate 50-yr Detention Volume = 0.789 acre-feet Approximate 100-yr Detention Volume = 1.010 acre-feet Stage-Storage Calculation Zone 1 Volume (User Defined) = 1.310 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 = 1.310 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_v3.07 - Pond 1 Calcs.xlsm, Basin 2/21/2018, 11:21 AM

(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 400 15 0 Calc_S_TC H_FLOOR 300 L_FLOOR_OTHER 10 0.00 ISV 0.00 ISV 0.00 Floor 0.00 Floor 2.83 Zone 1 (User) 2.83 Zone 1 (User) 0.00 Zone 2 0.00 Zone 2 0.00 Zone 3 0.00 Zone 3 200 5 100 0 0 0.00 1.00 2.00 3.00 4.00 Stage (ft) Length (ft) Width (ft) (sq.ft.) 0.620 2.000 0.465 1.500 0.310 1.000 0.155 0.500 0.000 0.000 0.00 1.00 2.00 3.00 4.00 Stage (ft.) (acres) Volume (ac-ft) UD-Detention_v3.07 - Pond 1 Calcs.xlsm, Basin 2/21/2018, 11:21 AM

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) 2.83 1.310 Orifice Plate Zone 2 Zone 3 Example Zone Configuration (Retention Pond) 1.310 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 = 5236.52 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) 0.00 0.33 0.67 1.00 1.33 Orifice (sq. inches) 3.90 3.90 3.90 3.90 3.90 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) = 0.53 1.07 0.83 1.11 1.37 1.77 2.10 2.46 3.40 Calculated Runoff Volume (acre-ft) = 0.200 0.432 0.276 0.485 0.736 1.312 1.743 2.299 3.571 OPTIONAL Runoff Volume (acre-ft) = Inflow Hydrograph Volume (acre-ft) = 0.200 0.431 0.275 0.484 0.736 1.312 1.743 2.300 3.571 Predevelopment Unit Peak Flow, q (cfs/acre) = 0.00 0.00 0.01 0.06 0.19 0.51 0.71 0.98 1.58 Predevelopment Peak Q (cfs) = 0.0 0.0 0.1 1.0 3.0 8.1 11.2 15.5 25.1 Peak Inflow Q (cfs) = 2.6 5.5 3.5 6.2 9.4 16.6 21.9 28.8 44.5 Peak Outflow Q (cfs) = 0.1 0.3 0.2 0.3 0.6 0.9 1.1 1.2 1.2 Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A 0.3 0.2 0.1 0.1 0.1 0.0 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) = 41 50 45 51 53 56 58 59 65 Time to Drain 99% of Inflow Volume (hours) = 45 55 50 57 61 66 69 72 81 Maximum Ponding Depth (ft) = 0.45 0.94 0.61 1.04 1.52 2.56 3.29 4.00 4.00 at Maximum Ponding Depth (acres) = 0.41 0.44 0.42 0.44 0.47 0.53 0.57 0.61 0.61 Maximum Volume Stored (acre-ft) = 0.176 0.383 0.246 0.431 0.650 1.167 1.561 1.987 1.987

AREA [ft^2], VOLUME [ft^3] OUTFLOW [cfs] PONDING DEPTH [ft] FLOW [cfs] 50 45 40 35 30 25 20 15 10 5 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 = 0 0.11 meter = 3/8 inch) 2 1 1 500YR OUT Count_WQPlate = 100YR IN 1 0.14 eter = 7/16 inch) 100YR Count_VertOrifice1 OUT = 0 0.18 meter = 1/2 inch) Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean 50YR Count_VertOrifice2 IN = 0 0.24 eter = 9/16 inch) 1 1 5yr, <72hr 0 50YR OUT Count_Weir1 = 0 0.29 meter = 5/8 inch) >5yr, <120hr 0 25YR IN 25YR OUT Count_Weir2 = 0 0.36 er = 11/16 inch) Max Depth Row 10YR Count_OutletPipe1 IN = 0 0.42 meter = 3/4 inch) WQCV 45 Watershed Constraint Check 10YR OUT Count_OutletPipe2 = 0 0.50 er = 13/16 inch) 2 Year 61 Slope 0.019 COUNTA_2 5YR (Standard IN FSD Setup)= 0 0.58 meter = 7/8 inch) EURV 94 Shape 4.59 5YR 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 = 1.19 0.97 = 1-1/8 inches) 50 Year 330 EURV OUT WQCV IN CLOG #1= 0% 1.08 = 1-3/16 inches) 100 Year 401 1 Z1_Boolean WQCV OUT C dw #1 = 1.20 = 1-1/4 inches) 500 Year 401 1 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 1 0 0 0 Overflow Weir #2 Angle = 2.03 = 1-5/8 inches) Vertical Orifice 2 0 0 Boolean 0 Underdrain Q at 100yr depth = 0.00 2.20 1-11/16 inches) Overflow Weir 1 0 0 0 Max Depth 0.1 1 10 VertOrifice1 Q at 100yr depth = 0.00 2.36 = 1-3/4 inches) Overflow Weir 2 0 0 0 500yr Depth TIME [hr] VertOrifice2 Q at 100yr depth = 0.00 2.54 1-13/16 inches) Outlet Pipe 1 0 0 0 Freeboard 4.5 4 3.5 3 2.5 EURV_draintime_user = 2.72 = 1-7/8 inches) Outlet Pipe 2 0 0 0 Spillway Count_User_Hydrographs 500YR 0 2.90 1-15/16 inches) 0 Spillway Length CountA_3 100YR (EURV & 100yr) = 0 3.09 eter = 2 inches) Button Visibility Boolean FALSE Time Interval CountA_4 50YR (100yr Only) = 25YR 10YR 5YR 0 3.29 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 2 1.5 1 0.5 0 0.1 1 10 100 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] 1.40 1.20 1.00 0.80 0.60 30,000 0.40 20,000 10,000 0.20 0 0.00 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 PONDING DEPTH [ft] S-A-V-D Chart Axis X-axis Left Y-Axis Right Y-Axis minimum bound maximum bound

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 0:00:00 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 0.12 0.25 0.16 0.28 0.41 0.72 0.95 1.23 1.87 0.767 0:26:05 0.31 0.66 0.43 0.74 1.11 1.96 2.58 3.38 5.16 0:32:36 0.80 1.70 1.10 1.90 2.86 5.03 6.63 8.67 13.25 0:39:07 2.21 4.67 3.02 5.23 7.87 13.81 18.21 23.81 36.35 0:45:38 2.58 5.52 3.54 6.19 9.36 16.57 21.94 28.83 44.50 0:52:10 2.45 5.26 3.37 5.90 8.93 15.84 21.01 27.63 42.74 0:58:41 2.23 4.79 3.07 5.37 8.13 14.42 19.12 25.14 38.89 1:05:12 1.98 4.27 2.73 4.79 7.27 12.92 17.16 22.59 35.02 1:11:43 1.70 3.67 2.34 4.13 6.28 11.21 14.90 19.67 30.60 1:18:14 1.48 3.21 2.05 3.60 5.47 9.74 12.94 17.11 26.69 1:24:46 1.34 2.90 1.85 3.26 4.96 8.84 11.74 15.50 24.12 1:31:17 1.09 2.39 1.51 2.68 4.09 7.34 9.78 12.93 20.19 1:37:48 0.88 1.94 1.23 2.19 3.35 6.03 8.06 10.68 16.71 1:44:19 0.67 1.49 0.93 1.68 2.58 4.70 6.30 8.39 13.21 1:50:50 0.48 1.10 0.68 1.24 1.93 3.55 4.79 6.41 10.18 1:57:22 0.36 0.80 0.50 0.90 1.39 2.59 3.51 4.73 7.58 2:03:53 0.28 0.62 0.39 0.70 1.08 1.98 2.67 3.58 5.70 2:10:24 0.23 0.51 0.32 0.58 0.89 1.62 2.18 2.91 4.59 2:16:55 0.20 0.44 0.27 0.49 0.75 1.37 1.84 2.45 3.87 2:23:26 0.17 0.38 0.24 0.43 0.66 1.20 1.61 2.14 3.37 2:29:58 0.16 0.34 0.22 0.39 0.59 1.08 1.44 1.92 3.02 2:36:29 0.15 0.32 0.20 0.36 0.55 0.99 1.33 1.76 2.76 2:43:00 0.11 0.23 0.15 0.26 0.40 0.73 0.98 1.30 2.05 2:49:31 0.08 0.17 0.11 0.19 0.30 0.53 0.71 0.95 1.49 2:56:02 0.06 0.13 0.08 0.14 0.22 0.39 0.52 0.70 1.10 3:02:34 0.04 0.09 0.06 0.10 0.16 0.29 0.39 0.52 0.82 3:09:05 0.03 0.07 0.04 0.07 0.11 0.21 0.28 0.38 0.60 3:15:36 0.02 0.05 0.03 0.05 0.08 0.15 0.20 0.27 0.43 3:22:07 0.01 0.03 0.02 0.04 0.06 0.11 0.15 0.19 0.31 3:28:38 0.01 0.02 0.01 0.02 0.04 0.07 0.10 0.13 0.22 3:35:10 0.01 0.01 0.01 0.01 0.02 0.04 0.06 0.08 0.14 3:41:41 0.00 0.01 0.00 0.01 0.01 0.02 0.03 0.05 0.08 3:48:12 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.04 3:54:43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 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 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) 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).

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': 0.98 1.38 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 5224.00 (input) 3,912 0.090 0.000 5225.00 4.00 0.00 0.00 5,000 4,456 0.115 0.102 5226.00 4.00 0.00 0.00 6,185 10,049 0.142 0.231 50% Volume 5226.14 4.00 0.00 0.00 6,376 10,928 0.146 0.251 5227.00 4.00 0.00 0.00 7,512 16,900 0.172 0.388 100% Volume 5227.63 4.00 0.00 0.00 8,414 21,916 0.193 0.503 Overflow 5229.00 4.00 0.00 0.00 10,482 34,860 0.241 0.800 13023_Sed Pond 2 - UD-Detention_v2.35.xls, Basin 4/15/2016, 1:59 PM

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 = 15.40 acres Diameter of holes, D = 1.000 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 = 0.005 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') 0.768 watershed inches X N/A 0.00 Excess Urban Runoff Volume (From 'Full-Spectrum Sheet') 0.510 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 = 0.005 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 5226.14 5226.47 5226.81 5227.14 5227.47 Flow Collection Capacity for Each Row of Holes in cfs 5224.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5224.25 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5224.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5224.75 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5225.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5225.25 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5225.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5225.75 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5226.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5226.25 0.0087 0.0000 0.0000 0.0000 0.0000 0.01 5226.50 0.0158 0.0045 0.0000 0.0000 0.0000 0.02 5226.75 0.0205 0.0139 0.0000 0.0000 0.0000 0.03 5227.00 0.0244 0.0191 0.0114 0.0000 0.0000 0.05 5227.25 0.0277 0.0232 0.0174 0.0087 0.0000 0.08 5227.50 0.0306 0.0267 0.0218 0.0158 0.0045 0.10 5227.75 0.0333 0.0297 0.0255 0.0205 0.0139 0.12 5228.00 0.0358 0.0000 0.0286 0.0244 0.0191 0.11 5228.25 0.0381 0.0350 0.0315 0.0277 0.0232 0.16 5228.50 0.0403 0.0374 0.0341 0.0306 0.0267 0.17 5228.75 0.0424 0.0397 0.0366 0.0333 0.0297 0.18 5229.00 0.0444 0.0418 0.0389 0.0358 0.0325 0.19 5229.25 0.0463 0.0438 0.0410 0.0381 0.0350 0.20 5229.50 0.0481 0.0457 0.0431 0.0403 0.0374 0.21 5229.75 0.0499 0.0476 0.0450 0.0424 0.0397 0.22 5230.00 0.0516 0.0493 0.0469 0.0444 0.0418 0.23 5230.25 0.0532 0.0511 0.0487 0.0463 0.0438 0.24 5230.50 0.0548 0.0527 0.0504 0.0481 0.0457 0.25 5230.75 0.0564 0.0543 0.0521 0.0499 0.0476 0.26 5231.00 0.0579 0.0559 0.0538 0.0516 0.0493 0.27 5231.25 0.0594 0.0574 0.0553 0.0532 0.0511 0.28 5231.50 0.0608 0.0589 0.0569 0.0548 0.0527 0.28 5231.75 0.0622 0.0603 0.0584 0.0564 0.0543 0.29 5232.00 0.0636 0.0618 0.0598 0.0579 0.0559 0.30 5232.25 0.0649 0.0631 0.0613 0.0594 0.0574 0.31 5232.50 0.0662 0.0645 0.0626 0.0608 0.0589 0.31 5232.75 0.0675 0.0658 0.0640 0.0622 0.0603 0.32 5233.00 0.0688 0.0671 0.0653 0.0636 0.0618 0.33 5233.25 0.0700 0.0684 0.0666 0.0649 0.0631 0.33 5233.50 0.0712 0.0696 0.0679 0.0662 0.0645 0.34 5233.75 0.0724 0.0709 0.0692 0.0675 0.0658 0.35 5234.00 0.0736 0.0721 0.0704 0.0688 0.0671 0.35 5234.25 0.0748 0.0733 0.0716 0.0700 0.0684 0.36 5234.50 0.0759 0.0744 0.0728 0.0712 0.0696 0.36 5234.75 0.0771 0.0756 0.0740 0.0724 0.0709 0.37 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 24 13023_Sed Pond 2 - UD-Detention_v2.35.xls, WQCV 4/15/2016, 1:59 PM

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': 0.98 1.38 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 5186.00 (input) 608 0.014 0.000 5187.00 4.00 0.00 0.00 1,750 1,179 0.040 0.027 5188.00 4.00 0.00 0.00 4,313 4,211 0.099 0.097 5189.00 4.00 0.00 0.00 8,706 10,720 0.200 0.246 5190.00 4.00 0.00 0.00 15,640 22,893 0.359 0.526 5191.00 4.00 0.00 0.00 25,675 43,551 0.589 1.000 5192.00 4.00 0.00 0.00 38,900 75,838 0.893 1.741 5193.00 4.00 0.00 0.00 58,974 124,775 1.354 2.864 50% Volume 5193.62 4.00 0.00 0.00 71,798 165,314 1.648 3.795 5194.00 4.00 0.00 0.00 79,794 194,117 1.832 4.456 5195.00 4.00 0.00 0.00 99,753 283,890 2.290 6.517 100% Volume 5195.48 4.00 0.00 0.00 108,034 333,759 2.480 7.662 5196.00 4.00 0.00 0.00 119,319 392,871 2.739 9.019 5197.00 4.00 0.00 0.00 127,045 516,053 2.917 11.847 5198.00 4.00 0.00 0.00 121,265 640,208 2.784 14.697 5199.00 4.00 0.00 0.00 125,989 763,835 2.892 17.535 5200.00 4.00 0.00 0.00 130,829 892,244 3.003 20.483 13023_Sed Pond 3 - UD-Detention_v2.35.xls, Basin 4/15/2016, 1:01 PM

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 = 232.29 acres Diameter of holes, D = 1.472 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 = 0.005 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') 0.768 watershed inches X N/A 0.00 Excess Urban Runoff Volume (From 'Full-Spectrum Sheet') 7.630 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 = 0.024 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 5193.62 5193.95 5194.29 5194.62 5194.95 Flow Collection Capacity for Each Row of Holes in cfs 5186.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5186.25 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5186.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5186.75 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5187.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5187.25 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5187.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5187.75 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5188.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5188.25 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5188.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5188.75 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5189.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5189.25 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5189.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5189.75 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5190.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5190.25 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5190.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5190.75 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5191.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5191.25 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5191.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5191.75 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5192.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5192.25 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5192.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5192.75 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5193.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5193.25 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5193.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5193.75 0.0410 0.0000 0.0000 0.0000 0.0000 0.04 5194.00 0.0701 0.0254 0.0000 0.0000 0.0000 0.10 5194.25 0.0903 0.0623 0.0000 0.0000 0.0000 0.15 5194.50 0.1068 0.0844 0.0521 0.0000 0.0000 0.24 5194.75 0.1210 0.1018 0.0772 0.0410 0.0000 0.34 5195.00 0.1337 0.1166 0.0959 0.0701 0.0254 0.44 5195.25 0.1453 0.1297 0.1115 0.0903 0.0623 0.54 5195.50 0.1560 0.1417 0.1252 0.1068 0.0844 0.61 5195.75 0.1661 0.1527 0.1375 0.1210 0.1018 0.68 5196.00 0.1756 0.1629 0.1488 0.1337 0.1166 0.74 5196.25 0.1845 0.1726 0.1593 0.1453 0.1297 0.79 5196.50 0.1931 0.1817 0.1692 0.1560 0.1417 0.84 5196.75 0.2013 0.1904 0.1785 0.1661 0.1527 0.89 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 24 13023_Sed Pond 3 - UD-Detention_v2.35.xls, WQCV 4/15/2016, 1:01 PM

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