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HomeMy WebLinkAbout25SUB3 Revised Drainage Report 05-07-25 small_Part2Precipitation Report 74 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 1 Existing Watershed #1 Storm Frequency = 25 yrs Time interval = 6 min Total precip.= 6.1900 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cds 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Precip (in) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 1 : Existing Watershed #1 - 25 Year Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 2 Existing watershed #2 Hydrograph type = SCS Runoff Peak discharge = 138.27 cfs Storm frequency = 25 yrs Time to peak = 780 min Time interval = 6 min Hyd. volume = 1,495,130 cuft Drainage area = 257.000 ac Curve number = 55 Basin Slope = 0.0 %Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 76.40 min Total precip.= 6.19 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 75 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 20.00 20.00 40.00 40.00 60.00 60.00 80.00 80.00 100.00 100.00 120.00 120.00 140.00 140.00 Q (cfs) Time (min) Existing watershed #2 Hyd. No. 2 -- 25 Year Hyd No. 2 Precipitation Report 76 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 2 Existing watershed #2 Storm Frequency = 25 yrs Time interval = 6 min Total precip.= 6.1900 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cds 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Precip (in) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 2 : Existing watershed #2 - 25 Year Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 3 Proposed Watershed #1 Hydrograph type = SCS Runoff Peak discharge = 91.80 cfs Storm frequency = 25 yrs Time to peak = 756 min Time interval = 6 min Hyd. volume = 743,326 cuft Drainage area = 129.000 ac Curve number = 55* Basin Slope = 0.0 %Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 46.90 min Total precip.= 6.19 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 * Composite (Area/CN) = [(1.000 x 98) + (2.400 x 61) + (125.600 x 55)] / 129.000 77 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 80.00 80.00 90.00 90.00 100.00 100.00 Q (cfs) Time (min) Proposed Watershed #1 Hyd. No. 3 -- 25 Year Hyd No. 3 Precipitation Report 78 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 3 Proposed Watershed #1 Storm Frequency = 25 yrs Time interval = 6 min Total precip.= 6.1900 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cds 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Precip (in) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 3 : Proposed Watershed #1 - 25 Year Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 4 Proposed Watershed #2 Hydrograph type = SCS Runoff Peak discharge = 138.27 cfs Storm frequency = 25 yrs Time to peak = 780 min Time interval = 6 min Hyd. volume = 1,495,130 cuft Drainage area = 257.000 ac Curve number = 55* Basin Slope = 0.0 %Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 76.40 min Total precip.= 6.19 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 * Composite (Area/CN) = [(0.850 x 61) + (1.000 x 98) + (255.150 x 55)] / 257.000 79 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 20.00 20.00 40.00 40.00 60.00 60.00 80.00 80.00 100.00 100.00 120.00 120.00 140.00 140.00 Q (cfs) Time (min) Proposed Watershed #2 Hyd. No. 4 -- 25 Year Hyd No. 4 Precipitation Report 80 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 4 Proposed Watershed #2 Storm Frequency = 25 yrs Time interval = 6 min Total precip.= 6.1900 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cds 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Precip (in) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 4 : Proposed Watershed #2 - 25 Year Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 6 Common Drive North Side Swale Hydrograph type = SCS Runoff Peak discharge = 1.021 cfs Storm frequency = 25 yrs Time to peak = 732 min Time interval = 6 min Hyd. volume = 4,343 cuft Drainage area = 0.360 ac Curve number = 76* Basin Slope = 0.0 %Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 17.80 min Total precip.= 6.19 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 * Composite (Area/CN) = [(0.180 x 98) + (0.180 x 54)] / 0.360 81 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Common Drive North Side Swale Hyd. No. 6 -- 25 Year Hyd No. 6 Precipitation Report 82 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 6 Common Drive North Side Swale Storm Frequency = 25 yrs Time interval = 6 min Total precip.= 6.1900 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cds 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Precip (in) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 6 : Common Drive North Side Swale - 25 Year Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 7 Common Drive South Side Swale Hydrograph type = SCS Runoff Peak discharge = 0.522 cfs Storm frequency = 25 yrs Time to peak = 744 min Time interval = 6 min Hyd. volume = 3,714 cuft Drainage area = 0.880 ac Curve number = 49* Basin Slope = 0.0 %Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 21.90 min Total precip.= 6.19 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 * Composite (Area/CN) = [(0.170 x 98) + (0.123 x 54) + (0.590 x 34)] / 0.880 83 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) Common Drive South Side Swale Hyd. No. 7 -- 25 Year Hyd No. 7 Precipitation Report 84 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 7 Common Drive South Side Swale Storm Frequency = 25 yrs Time interval = 6 min Total precip.= 6.1900 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cds 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Precip (in) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 7 : Common Drive South Side Swale - 25 Year Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 8 To WQV Basin 2 Hydrograph type = SCS Runoff Peak discharge = 0.981 cfs Storm frequency = 25 yrs Time to peak = 744 min Time interval = 6 min Hyd. volume = 7,534 cuft Drainage area = 2.040 ac Curve number = 47* Basin Slope = 0.0 %Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 21.70 min Total precip.= 6.19 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 * Composite (Area/CN) = [(0.240 x 98) + (0.530 x 54) + (1.270 x 34)] / 2.040 85 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) To WQV Basin 2 Hyd. No. 8 -- 25 Year Hyd No. 8 Precipitation Report 86 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 8 To WQV Basin 2 Storm Frequency = 25 yrs Time interval = 6 min Total precip.= 6.1900 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cds 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Precip (in) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 8 : To WQV Basin 2 - 25 Year Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 9 WQV2 OUTFLOW Hydrograph type = Reservoir Peak discharge = 0.318 cfs Storm frequency = 25 yrs Time to peak = 798 min Time interval = 6 min Hyd. volume = 3,905 cuft Inflow hyd. No. = 8 - To WQV Basin 2 Max. Elevation = 187.76 ft Reservoir name = wqv2 Max. Storage = 2,443 cuft Storage Indication method used. Exfiltration extracted from Outflow. 87 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) WQV2 OUTFLOW Hyd. No. 9 -- 25 Year Hyd No. 9 Hyd No. 8 Total storage used = 2,443 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 11 To Future Crossing Hydrograph type = SCS Runoff Peak discharge = 13.46 cfs Storm frequency = 25 yrs Time to peak = 732 min Time interval = 6 min Hyd. volume = 57,237 cuft Drainage area = 5.180 ac Curve number = 73* Basin Slope = 0.0 %Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.90 min Total precip.= 6.19 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 * Composite (Area/CN) = [(3.000 x 98) + (0.550 x 56) + (1.630 x 34)] / 5.180 88 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 14.00 14.00 Q (cfs) Time (min) To Future Crossing Hyd. No. 11 -- 25 Year Hyd No. 11 Precipitation Report 89 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 11 To Future Crossing Storm Frequency = 25 yrs Time interval = 6 min Total precip.= 6.1900 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cds 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Precip (in) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 11 : To Future Crossing - 25 Year Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 12 Combined to Future Crossing Hydrograph type = Combine Peak discharge = 13.46 cfs Storm frequency = 25 yrs Time to peak = 732 min Time interval = 6 min Hyd. volume = 61,142 cuft Inflow hyds.= 9, 11 Contrib. drain. area = 5.180 ac 90 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 14.00 14.00 Q (cfs) Time (min) Combined to Future Crossing Hyd. No. 12 -- 25 Year Hyd No. 12 Hyd No. 9 Hyd No. 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 14 WQB1 Hydrograph type = Reservoir Peak discharge = 12.92 cfs Storm frequency = 25 yrs Time to peak = 732 min Time interval = 6 min Hyd. volume = 51,389 cuft Inflow hyd. No. = 12 - Combined to Future CrossingMax. Elevation = 129.36 ft Reservoir name = WQB1 Max. Storage = 5,891 cuft Storage Indication method used. Exfiltration extracted from Outflow. 91 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 14.00 14.00 Q (cfs) Time (min) WQB1 Hyd. No. 14 -- 25 Year Hyd No. 14 Hyd No. 12 Total storage used = 5,891 cuft Hydrograph Summary Report 92 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft)(ft)(cuft) 1 SCS Runoff 123.39 6 756 963,867 ------ ------------ Existing Watershed #1 2 SCS Runoff 186.07 6 774 1,938,727 ------ ------------ Existing watershed #2 3 SCS Runoff 123.39 6 756 963,867 ------ ------------ Proposed Watershed #1 4 SCS Runoff 186.07 6 774 1,938,727 ------ ------------ Proposed Watershed #2 6 SCS Runoff 1.217 6 732 5,194 ------ ------------ Common Drive North Side Swale 7 SCS Runoff 0.760 6 738 5,007 ------ ------------ Common Drive South Side Swale 8 SCS Runoff 1.495 6 744 10,329 ------ ------------ To WQV Basin 2 9 Reservoir 0.792 6 768 6,652 8 187.92 2,690 WQV2 OUTFLOW 11 SCS Runoff 16.24 6 732 69,068 ------ ------------ To Future Crossing 12 Combine 16.24 6 732 75,720 9, 11 ------------ Combined to Future Crossing 14 Reservoir 15.70 6 732 65,745 12 129.40 6,120 WQB1 7885 Hydrographs.gpw Return Period: 50 Year Tuesday, 05 / 6 / 2025 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 1 Existing Watershed #1 Hydrograph type = SCS Runoff Peak discharge = 123.39 cfs Storm frequency = 50 yrs Time to peak = 756 min Time interval = 6 min Hyd. volume = 963,867 cuft Drainage area = 129.000 ac Curve number = 55* Basin Slope = 0.0 %Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 46.90 min Total precip.= 6.98 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 * Composite (Area/CN) = [(129.000 x 55)] / 129.000 93 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 20.00 20.00 40.00 40.00 60.00 60.00 80.00 80.00 100.00 100.00 120.00 120.00 140.00 140.00 Q (cfs) Time (min) Existing Watershed #1 Hyd. No. 1 -- 50 Year Hyd No. 1 Precipitation Report 94 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 1 Existing Watershed #1 Storm Frequency = 50 yrs Time interval = 6 min Total precip.= 6.9800 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cds 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Precip (in) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 1 : Existing Watershed #1 - 50 Year Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 2 Existing watershed #2 Hydrograph type = SCS Runoff Peak discharge = 186.07 cfs Storm frequency = 50 yrs Time to peak = 774 min Time interval = 6 min Hyd. volume = 1,938,727 cuft Drainage area = 257.000 ac Curve number = 55 Basin Slope = 0.0 %Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 76.40 min Total precip.= 6.98 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 95 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 30.00 30.00 60.00 60.00 90.00 90.00 120.00 120.00 150.00 150.00 180.00 180.00 210.00 210.00 Q (cfs) Time (min) Existing watershed #2 Hyd. No. 2 -- 50 Year Hyd No. 2 Precipitation Report 96 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 2 Existing watershed #2 Storm Frequency = 50 yrs Time interval = 6 min Total precip.= 6.9800 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cds 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Precip (in) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 2 : Existing watershed #2 - 50 Year Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 3 Proposed Watershed #1 Hydrograph type = SCS Runoff Peak discharge = 123.39 cfs Storm frequency = 50 yrs Time to peak = 756 min Time interval = 6 min Hyd. volume = 963,867 cuft Drainage area = 129.000 ac Curve number = 55* Basin Slope = 0.0 %Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 46.90 min Total precip.= 6.98 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 * Composite (Area/CN) = [(1.000 x 98) + (2.400 x 61) + (125.600 x 55)] / 129.000 97 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 20.00 20.00 40.00 40.00 60.00 60.00 80.00 80.00 100.00 100.00 120.00 120.00 140.00 140.00 Q (cfs) Time (min) Proposed Watershed #1 Hyd. No. 3 -- 50 Year Hyd No. 3 Precipitation Report 98 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 3 Proposed Watershed #1 Storm Frequency = 50 yrs Time interval = 6 min Total precip.= 6.9800 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cds 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Precip (in) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 3 : Proposed Watershed #1 - 50 Year Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 4 Proposed Watershed #2 Hydrograph type = SCS Runoff Peak discharge = 186.07 cfs Storm frequency = 50 yrs Time to peak = 774 min Time interval = 6 min Hyd. volume = 1,938,727 cuft Drainage area = 257.000 ac Curve number = 55* Basin Slope = 0.0 %Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 76.40 min Total precip.= 6.98 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 * Composite (Area/CN) = [(0.850 x 61) + (1.000 x 98) + (255.150 x 55)] / 257.000 99 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 30.00 30.00 60.00 60.00 90.00 90.00 120.00 120.00 150.00 150.00 180.00 180.00 210.00 210.00 Q (cfs) Time (min) Proposed Watershed #2 Hyd. No. 4 -- 50 Year Hyd No. 4 Precipitation Report 100 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 4 Proposed Watershed #2 Storm Frequency = 50 yrs Time interval = 6 min Total precip.= 6.9800 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cds 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Precip (in) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 4 : Proposed Watershed #2 - 50 Year Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 6 Common Drive North Side Swale Hydrograph type = SCS Runoff Peak discharge = 1.217 cfs Storm frequency = 50 yrs Time to peak = 732 min Time interval = 6 min Hyd. volume = 5,194 cuft Drainage area = 0.360 ac Curve number = 76* Basin Slope = 0.0 %Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 17.80 min Total precip.= 6.98 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 * Composite (Area/CN) = [(0.180 x 98) + (0.180 x 54)] / 0.360 101 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Common Drive North Side Swale Hyd. No. 6 -- 50 Year Hyd No. 6 Precipitation Report 102 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 6 Common Drive North Side Swale Storm Frequency = 50 yrs Time interval = 6 min Total precip.= 6.9800 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cds 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Precip (in) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 6 : Common Drive North Side Swale - 50 Year Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 7 Common Drive South Side Swale Hydrograph type = SCS Runoff Peak discharge = 0.760 cfs Storm frequency = 50 yrs Time to peak = 738 min Time interval = 6 min Hyd. volume = 5,007 cuft Drainage area = 0.880 ac Curve number = 49* Basin Slope = 0.0 %Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 21.90 min Total precip.= 6.98 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 * Composite (Area/CN) = [(0.170 x 98) + (0.123 x 54) + (0.590 x 34)] / 0.880 103 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) Common Drive South Side Swale Hyd. No. 7 -- 50 Year Hyd No. 7 Precipitation Report 104 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 7 Common Drive South Side Swale Storm Frequency = 50 yrs Time interval = 6 min Total precip.= 6.9800 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cds 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Precip (in) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 7 : Common Drive South Side Swale - 50 Year Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 8 To WQV Basin 2 Hydrograph type = SCS Runoff Peak discharge = 1.495 cfs Storm frequency = 50 yrs Time to peak = 744 min Time interval = 6 min Hyd. volume = 10,329 cuft Drainage area = 2.040 ac Curve number = 47* Basin Slope = 0.0 %Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 21.70 min Total precip.= 6.98 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 * Composite (Area/CN) = [(0.240 x 98) + (0.530 x 54) + (1.270 x 34)] / 2.040 105 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) To WQV Basin 2 Hyd. No. 8 -- 50 Year Hyd No. 8 Precipitation Report 106 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 8 To WQV Basin 2 Storm Frequency = 50 yrs Time interval = 6 min Total precip.= 6.9800 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cds 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Precip (in) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 8 : To WQV Basin 2 - 50 Year Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 9 WQV2 OUTFLOW Hydrograph type = Reservoir Peak discharge = 0.792 cfs Storm frequency = 50 yrs Time to peak = 768 min Time interval = 6 min Hyd. volume = 6,652 cuft Inflow hyd. No. = 8 - To WQV Basin 2 Max. Elevation = 187.92 ft Reservoir name = wqv2 Max. Storage = 2,690 cuft Storage Indication method used. Exfiltration extracted from Outflow. 107 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) WQV2 OUTFLOW Hyd. No. 9 -- 50 Year Hyd No. 9 Hyd No. 8 Total storage used = 2,690 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 11 To Future Crossing Hydrograph type = SCS Runoff Peak discharge = 16.24 cfs Storm frequency = 50 yrs Time to peak = 732 min Time interval = 6 min Hyd. volume = 69,068 cuft Drainage area = 5.180 ac Curve number = 73* Basin Slope = 0.0 %Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.90 min Total precip.= 6.98 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 * Composite (Area/CN) = [(3.000 x 98) + (0.550 x 56) + (1.630 x 34)] / 5.180 108 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 Q (cfs) Time (min) To Future Crossing Hyd. No. 11 -- 50 Year Hyd No. 11 Precipitation Report 109 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 11 To Future Crossing Storm Frequency = 50 yrs Time interval = 6 min Total precip.= 6.9800 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cds 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Precip (in) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 11 : To Future Crossing - 50 Year Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 12 Combined to Future Crossing Hydrograph type = Combine Peak discharge = 16.24 cfs Storm frequency = 50 yrs Time to peak = 732 min Time interval = 6 min Hyd. volume = 75,720 cuft Inflow hyds.= 9, 11 Contrib. drain. area = 5.180 ac 110 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 Q (cfs) Time (min) Combined to Future Crossing Hyd. No. 12 -- 50 Year Hyd No. 12 Hyd No. 9 Hyd No. 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 14 WQB1 Hydrograph type = Reservoir Peak discharge = 15.70 cfs Storm frequency = 50 yrs Time to peak = 732 min Time interval = 6 min Hyd. volume = 65,745 cuft Inflow hyd. No. = 12 - Combined to Future CrossingMax. Elevation = 129.40 ft Reservoir name = WQB1 Max. Storage = 6,120 cuft Storage Indication method used. Exfiltration extracted from Outflow. 111 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 Q (cfs) Time (min) WQB1 Hyd. No. 14 -- 50 Year Hyd No. 14 Hyd No. 12 Total storage used = 6,120 cuft Hydrograph Summary Report 112 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft)(ft)(cuft) 1 SCS Runoff 159.71 6 750 1,215,255 ------ ------------ Existing Watershed #1 2 SCS Runoff 241.25 6 774 2,444,370 ------ ------------ Existing watershed #2 3 SCS Runoff 159.71 6 750 1,215,255 ------ ------------ Proposed Watershed #1 4 SCS Runoff 241.25 6 774 2,444,370 ------ ------------ Proposed Watershed #2 6 SCS Runoff 1.428 6 732 6,119 ------ ------------ Common Drive North Side Swale 7 SCS Runoff 1.053 6 738 6,514 ------ ------------ Common Drive South Side Swale 8 SCS Runoff 2.111 6 738 13,615 ------ ------------ To WQV Basin 2 9 Reservoir 1.484 6 756 9,895 8 188.10 2,986 WQV2 OUTFLOW 11 SCS Runoff 19.24 6 732 81,985 ------ ------------ To Future Crossing 12 Combine 19.24 6 732 91,880 9, 11 ------------ Combined to Future Crossing 14 Reservoir 18.70 6 732 81,686 12 129.45 6,343 WQB1 7885 Hydrographs.gpw Return Period: 100 Year Tuesday, 05 / 6 / 2025 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 1 Existing Watershed #1 Hydrograph type = SCS Runoff Peak discharge = 159.71 cfs Storm frequency = 100 yrs Time to peak = 750 min Time interval = 6 min Hyd. volume = 1,215,255 cuft Drainage area = 129.000 ac Curve number = 55* Basin Slope = 0.0 %Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 46.90 min Total precip.= 7.82 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 * Composite (Area/CN) = [(129.000 x 55)] / 129.000 113 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 20.00 20.00 40.00 40.00 60.00 60.00 80.00 80.00 100.00 100.00 120.00 120.00 140.00 140.00 160.00 160.00 Q (cfs) Time (min) Existing Watershed #1 Hyd. No. 1 -- 100 Year Hyd No. 1 Precipitation Report 114 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 1 Existing Watershed #1 Storm Frequency = 100 yrs Time interval = 6 min Total precip.= 7.8200 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cds 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Precip (in) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 1 : Existing Watershed #1 - 100 Year Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 2 Existing watershed #2 Hydrograph type = SCS Runoff Peak discharge = 241.25 cfs Storm frequency = 100 yrs Time to peak = 774 min Time interval = 6 min Hyd. volume = 2,444,370 cuft Drainage area = 257.000 ac Curve number = 55 Basin Slope = 0.0 %Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 76.40 min Total precip.= 7.82 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 115 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 40.00 40.00 80.00 80.00 120.00 120.00 160.00 160.00 200.00 200.00 240.00 240.00 280.00 280.00 Q (cfs) Time (min) Existing watershed #2 Hyd. No. 2 -- 100 Year Hyd No. 2 Precipitation Report 116 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 2 Existing watershed #2 Storm Frequency = 100 yrs Time interval = 6 min Total precip.= 7.8200 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cds 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Precip (in) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 2 : Existing watershed #2 - 100 Year Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 3 Proposed Watershed #1 Hydrograph type = SCS Runoff Peak discharge = 159.71 cfs Storm frequency = 100 yrs Time to peak = 750 min Time interval = 6 min Hyd. volume = 1,215,255 cuft Drainage area = 129.000 ac Curve number = 55* Basin Slope = 0.0 %Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 46.90 min Total precip.= 7.82 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 * Composite (Area/CN) = [(1.000 x 98) + (2.400 x 61) + (125.600 x 55)] / 129.000 117 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 20.00 20.00 40.00 40.00 60.00 60.00 80.00 80.00 100.00 100.00 120.00 120.00 140.00 140.00 160.00 160.00 Q (cfs) Time (min) Proposed Watershed #1 Hyd. No. 3 -- 100 Year Hyd No. 3 Precipitation Report 118 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 3 Proposed Watershed #1 Storm Frequency = 100 yrs Time interval = 6 min Total precip.= 7.8200 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cds 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Precip (in) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 3 : Proposed Watershed #1 - 100 Year Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 4 Proposed Watershed #2 Hydrograph type = SCS Runoff Peak discharge = 241.25 cfs Storm frequency = 100 yrs Time to peak = 774 min Time interval = 6 min Hyd. volume = 2,444,370 cuft Drainage area = 257.000 ac Curve number = 55* Basin Slope = 0.0 %Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 76.40 min Total precip.= 7.82 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 * Composite (Area/CN) = [(0.850 x 61) + (1.000 x 98) + (255.150 x 55)] / 257.000 119 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 40.00 40.00 80.00 80.00 120.00 120.00 160.00 160.00 200.00 200.00 240.00 240.00 280.00 280.00 Q (cfs) Time (min) Proposed Watershed #2 Hyd. No. 4 -- 100 Year Hyd No. 4 Precipitation Report 120 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 4 Proposed Watershed #2 Storm Frequency = 100 yrs Time interval = 6 min Total precip.= 7.8200 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cds 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Precip (in) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 4 : Proposed Watershed #2 - 100 Year Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 6 Common Drive North Side Swale Hydrograph type = SCS Runoff Peak discharge = 1.428 cfs Storm frequency = 100 yrs Time to peak = 732 min Time interval = 6 min Hyd. volume = 6,119 cuft Drainage area = 0.360 ac Curve number = 76* Basin Slope = 0.0 %Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 17.80 min Total precip.= 7.82 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 * Composite (Area/CN) = [(0.180 x 98) + (0.180 x 54)] / 0.360 121 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Common Drive North Side Swale Hyd. No. 6 -- 100 Year Hyd No. 6 Precipitation Report 122 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 6 Common Drive North Side Swale Storm Frequency = 100 yrs Time interval = 6 min Total precip.= 7.8200 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cds 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Precip (in) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 6 : Common Drive North Side Swale - 100 Year Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 7 Common Drive South Side Swale Hydrograph type = SCS Runoff Peak discharge = 1.053 cfs Storm frequency = 100 yrs Time to peak = 738 min Time interval = 6 min Hyd. volume = 6,514 cuft Drainage area = 0.880 ac Curve number = 49* Basin Slope = 0.0 %Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 21.90 min Total precip.= 7.82 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 * Composite (Area/CN) = [(0.170 x 98) + (0.123 x 54) + (0.590 x 34)] / 0.880 123 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Common Drive South Side Swale Hyd. No. 7 -- 100 Year Hyd No. 7 Precipitation Report 124 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 7 Common Drive South Side Swale Storm Frequency = 100 yrs Time interval = 6 min Total precip.= 7.8200 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cds 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Precip (in) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 7 : Common Drive South Side Swale - 100 Year Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 8 To WQV Basin 2 Hydrograph type = SCS Runoff Peak discharge = 2.111 cfs Storm frequency = 100 yrs Time to peak = 738 min Time interval = 6 min Hyd. volume = 13,615 cuft Drainage area = 2.040 ac Curve number = 47* Basin Slope = 0.0 %Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 21.70 min Total precip.= 7.82 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 * Composite (Area/CN) = [(0.240 x 98) + (0.530 x 54) + (1.270 x 34)] / 2.040 125 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) To WQV Basin 2 Hyd. No. 8 -- 100 Year Hyd No. 8 Precipitation Report 126 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 8 To WQV Basin 2 Storm Frequency = 100 yrs Time interval = 6 min Total precip.= 7.8200 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cds 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Precip (in) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 8 : To WQV Basin 2 - 100 Year Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 9 WQV2 OUTFLOW Hydrograph type = Reservoir Peak discharge = 1.484 cfs Storm frequency = 100 yrs Time to peak = 756 min Time interval = 6 min Hyd. volume = 9,895 cuft Inflow hyd. No. = 8 - To WQV Basin 2 Max. Elevation = 188.10 ft Reservoir name = wqv2 Max. Storage = 2,986 cuft Storage Indication method used. Exfiltration extracted from Outflow. 127 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) WQV2 OUTFLOW Hyd. No. 9 -- 100 Year Hyd No. 9 Hyd No. 8 Total storage used = 2,986 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 11 To Future Crossing Hydrograph type = SCS Runoff Peak discharge = 19.24 cfs Storm frequency = 100 yrs Time to peak = 732 min Time interval = 6 min Hyd. volume = 81,985 cuft Drainage area = 5.180 ac Curve number = 73* Basin Slope = 0.0 %Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.90 min Total precip.= 7.82 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 * Composite (Area/CN) = [(3.000 x 98) + (0.550 x 56) + (1.630 x 34)] / 5.180 128 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 21.00 21.00 Q (cfs) Time (min) To Future Crossing Hyd. No. 11 -- 100 Year Hyd No. 11 Precipitation Report 129 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 11 To Future Crossing Storm Frequency = 100 yrs Time interval = 6 min Total precip.= 7.8200 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cds 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Precip (in) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 11 : To Future Crossing - 100 Year Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 12 Combined to Future Crossing Hydrograph type = Combine Peak discharge = 19.24 cfs Storm frequency = 100 yrs Time to peak = 732 min Time interval = 6 min Hyd. volume = 91,880 cuft Inflow hyds.= 9, 11 Contrib. drain. area = 5.180 ac 130 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 21.00 21.00 Q (cfs) Time (min) Combined to Future Crossing Hyd. No. 12 -- 100 Year Hyd No. 12 Hyd No. 9 Hyd No. 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 14 WQB1 Hydrograph type = Reservoir Peak discharge = 18.70 cfs Storm frequency = 100 yrs Time to peak = 732 min Time interval = 6 min Hyd. volume = 81,686 cuft Inflow hyd. No. = 12 - Combined to Future CrossingMax. Elevation = 129.45 ft Reservoir name = WQB1 Max. Storage = 6,343 cuft Storage Indication method used. Exfiltration extracted from Outflow. 131 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 21.00 21.00 Q (cfs) Time (min) WQB1 Hyd. No. 14 -- 100 Year Hyd No. 14 Hyd No. 12 Total storage used = 6,343 cuft Hydraflow Rainfall Report 132 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period (Yrs)B D E (N/A) 1 18.1733 3.5000 0.7010 -------- 2 22.7904 3.9000 0.7142 -------- 3 0.0000 0.0000 0.0000 -------- 5 26.8118 3.1000 0.7005 -------- 10 32.8535 3.8000 0.7098 -------- 25 38.4672 3.6000 0.7049 -------- 50 43.8334 3.7000 0.7074 -------- 100 48.6510 3.7000 0.7060 -------- File name: Brooklyn 2024.IDF Intensity = B / (Tc + D)^E Return Intensity Values (in/hr) Period(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 4.05 2.93 2.35 1.99 1.74 1.55 1.41 1.29 1.20 1.12 1.05 0.99 2 4.78 3.48 2.79 2.36 2.06 1.84 1.67 1.53 1.42 1.32 1.24 1.17 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.19 4.42 3.53 2.97 2.59 2.31 2.09 1.92 1.78 1.66 1.56 1.47 10 7.02 5.10 4.09 3.46 3.02 2.70 2.45 2.25 2.08 1.94 1.82 1.72 25 8.44 6.11 4.90 4.14 3.62 3.23 2.93 2.69 2.49 2.32 2.18 2.06 50 9.49 6.88 5.52 4.67 4.08 3.64 3.30 3.03 2.81 2.62 2.46 2.32 100 10.56 7.67 6.15 5.21 4.55 4.06 3.68 3.38 3.13 2.92 2.74 2.59 Tc = time in minutes. Values may exceed 60. Rainfall Precipitation Table (in) Precip. file name: M:\7000\7300\7386 Reynolds St. Improvements\Studies-Calculations\Danielson storms.pcp Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 2.89 3.45 0.00 4.37 4.15 6.19 6.98 7.82 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 2.89 3.45 0.00 4.37 5.14 6.19 6.98 7.82 Hydraflow Table of Contents 7885 Hydrographs.gpw Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hydrograph Return Period Recap............................................................................. 1 1 - Year Summary Report......................................................................................................................... 2 Hydrograph Reports................................................................................................................... 3 Hydrograph No. 1, SCS Runoff, Existing Watershed #1.......................................................... 3 TR-55 Tc Worksheet............................................................................................................ 4 Precipitation Report............................................................................................................. 5 Hydrograph No. 2, SCS Runoff, Existing watershed #2........................................................... 6 TR-55 Tc Worksheet............................................................................................................ 7 Precipitation Report............................................................................................................. 8 Hydrograph No. 3, SCS Runoff, Proposed Watershed #1....................................................... 9 Precipitation Report........................................................................................................... 10 Hydrograph No. 4, SCS Runoff, Proposed Watershed #2.................................................... 11 TR-55 Tc Worksheet.......................................................................................................... 12 Precipitation Report........................................................................................................... 13 Hydrograph No. 6, SCS Runoff, Common Drive North Side Swale....................................... 14 TR-55 Tc Worksheet.......................................................................................................... 15 Precipitation Report........................................................................................................... 16 Hydrograph No. 7, SCS Runoff, Common Drive South Side Swale....................................... 17 TR-55 Tc Worksheet.......................................................................................................... 18 Precipitation Report........................................................................................................... 19 Hydrograph No. 8, SCS Runoff, To WQV Basin 2................................................................. 20 TR-55 Tc Worksheet.......................................................................................................... 21 Precipitation Report........................................................................................................... 22 Hydrograph No. 9, Reservoir, WQV2 OUTFLOW.................................................................. 23 Pond Report - wqv2........................................................................................................... 24 Hydrograph No. 11, SCS Runoff, To Future Crossing........................................................... 26 TR-55 Tc Worksheet.......................................................................................................... 27 Precipitation Report........................................................................................................... 28 Hydrograph No. 12, Combine, Combined to Future Crossing................................................ 29 Hydrograph No. 14, Reservoir, WQB1................................................................................... 30 Pond Report - WQB1......................................................................................................... 31 5 - Year Summary Report....................................................................................................................... 32 Hydrograph Reports................................................................................................................. 33 Hydrograph No. 1, SCS Runoff, Existing Watershed #1........................................................ 33 Precipitation Report........................................................................................................... 34 Hydrograph No. 2, SCS Runoff, Existing watershed #2......................................................... 35 Precipitation Report........................................................................................................... 36 Hydrograph No. 3, SCS Runoff, Proposed Watershed #1..................................................... 37 Precipitation Report........................................................................................................... 38 Hydrograph No. 4, SCS Runoff, Proposed Watershed #2.................................................... 39 Precipitation Report........................................................................................................... 40 Hydrograph No. 6, SCS Runoff, Common Drive North Side Swale....................................... 41 Precipitation Report........................................................................................................... 42 Hydrograph No. 7, SCS Runoff, Common Drive South Side Swale....................................... 43 Contents continued...7885 Hydrographs.gpw Precipitation Report........................................................................................................... 44 Hydrograph No. 8, SCS Runoff, To WQV Basin 2................................................................. 45 Precipitation Report........................................................................................................... 46 Hydrograph No. 9, Reservoir, WQV2 OUTFLOW.................................................................. 47 Hydrograph No. 11, SCS Runoff, To Future Crossing........................................................... 48 Precipitation Report........................................................................................................... 49 Hydrograph No. 12, Combine, Combined to Future Crossing................................................ 50 Hydrograph No. 14, Reservoir, WQB1................................................................................... 51 10 - Year Summary Report....................................................................................................................... 52 Hydrograph Reports................................................................................................................. 53 Hydrograph No. 1, SCS Runoff, Existing Watershed #1........................................................ 53 Precipitation Report........................................................................................................... 54 Hydrograph No. 2, SCS Runoff, Existing watershed #2......................................................... 55 Precipitation Report........................................................................................................... 56 Hydrograph No. 3, SCS Runoff, Proposed Watershed #1..................................................... 57 Precipitation Report........................................................................................................... 58 Hydrograph No. 4, SCS Runoff, Proposed Watershed #2.................................................... 59 Precipitation Report........................................................................................................... 60 Hydrograph No. 6, SCS Runoff, Common Drive North Side Swale....................................... 61 Precipitation Report........................................................................................................... 62 Hydrograph No. 7, SCS Runoff, Common Drive South Side Swale....................................... 63 Precipitation Report........................................................................................................... 64 Hydrograph No. 8, SCS Runoff, To WQV Basin 2................................................................. 65 Precipitation Report........................................................................................................... 66 Hydrograph No. 9, Reservoir, WQV2 OUTFLOW.................................................................. 67 Hydrograph No. 11, SCS Runoff, To Future Crossing........................................................... 68 Precipitation Report........................................................................................................... 69 Hydrograph No. 12, Combine, Combined to Future Crossing................................................ 70 Hydrograph No. 14, Reservoir, WQB1................................................................................... 71 25 - Year Summary Report....................................................................................................................... 72 Hydrograph Reports................................................................................................................. 73 Hydrograph No. 1, SCS Runoff, Existing Watershed #1........................................................ 73 Precipitation Report........................................................................................................... 74 Hydrograph No. 2, SCS Runoff, Existing watershed #2......................................................... 75 Precipitation Report........................................................................................................... 76 Hydrograph No. 3, SCS Runoff, Proposed Watershed #1..................................................... 77 Precipitation Report........................................................................................................... 78 Hydrograph No. 4, SCS Runoff, Proposed Watershed #2.................................................... 79 Precipitation Report........................................................................................................... 80 Hydrograph No. 6, SCS Runoff, Common Drive North Side Swale....................................... 81 Precipitation Report........................................................................................................... 82 Hydrograph No. 7, SCS Runoff, Common Drive South Side Swale....................................... 83 Precipitation Report........................................................................................................... 84 Hydrograph No. 8, SCS Runoff, To WQV Basin 2................................................................. 85 Precipitation Report........................................................................................................... 86 Hydrograph No. 9, Reservoir, WQV2 OUTFLOW.................................................................. 87 Contents continued...7885 Hydrographs.gpw Hydrograph No. 11, SCS Runoff, To Future Crossing........................................................... 88 Precipitation Report........................................................................................................... 89 Hydrograph No. 12, Combine, Combined to Future Crossing................................................ 90 Hydrograph No. 14, Reservoir, WQB1................................................................................... 91 50 - Year Summary Report....................................................................................................................... 92 Hydrograph Reports................................................................................................................. 93 Hydrograph No. 1, SCS Runoff, Existing Watershed #1........................................................ 93 Precipitation Report........................................................................................................... 94 Hydrograph No. 2, SCS Runoff, Existing watershed #2......................................................... 95 Precipitation Report........................................................................................................... 96 Hydrograph No. 3, SCS Runoff, Proposed Watershed #1..................................................... 97 Precipitation Report........................................................................................................... 98 Hydrograph No. 4, SCS Runoff, Proposed Watershed #2.................................................... 99 Precipitation Report......................................................................................................... 100 Hydrograph No. 6, SCS Runoff, Common Drive North Side Swale..................................... 101 Precipitation Report......................................................................................................... 102 Hydrograph No. 7, SCS Runoff, Common Drive South Side Swale..................................... 103 Precipitation Report......................................................................................................... 104 Hydrograph No. 8, SCS Runoff, To WQV Basin 2............................................................... 105 Precipitation Report......................................................................................................... 106 Hydrograph No. 9, Reservoir, WQV2 OUTFLOW................................................................ 107 Hydrograph No. 11, SCS Runoff, To Future Crossing......................................................... 108 Precipitation Report......................................................................................................... 109 Hydrograph No. 12, Combine, Combined to Future Crossing.............................................. 110 Hydrograph No. 14, Reservoir, WQB1................................................................................. 111 100 - Year Summary Report..................................................................................................................... 112 Hydrograph Reports............................................................................................................... 113 Hydrograph No. 1, SCS Runoff, Existing Watershed #1...................................................... 113 Precipitation Report......................................................................................................... 114 Hydrograph No. 2, SCS Runoff, Existing watershed #2....................................................... 115 Precipitation Report......................................................................................................... 116 Hydrograph No. 3, SCS Runoff, Proposed Watershed #1................................................... 117 Precipitation Report......................................................................................................... 118 Hydrograph No. 4, SCS Runoff, Proposed Watershed #2.................................................. 119 Precipitation Report......................................................................................................... 120 Hydrograph No. 6, SCS Runoff, Common Drive North Side Swale..................................... 121 Precipitation Report......................................................................................................... 122 Hydrograph No. 7, SCS Runoff, Common Drive South Side Swale..................................... 123 Precipitation Report......................................................................................................... 124 Hydrograph No. 8, SCS Runoff, To WQV Basin 2............................................................... 125 Precipitation Report......................................................................................................... 126 Hydrograph No. 9, Reservoir, WQV2 OUTFLOW................................................................ 127 Hydrograph No. 11, SCS Runoff, To Future Crossing......................................................... 128 Precipitation Report......................................................................................................... 129 Hydrograph No. 12, Combine, Combined to Future Crossing.............................................. 130 Hydrograph No. 14, Reservoir, WQB1................................................................................. 131 Contents continued...7885 Hydrographs.gpw IDF Report................................................................................................................ 132 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Tuesday, May 6 2025 Common Drive North Side Swale Trapezoidal Bottom Width (ft) = 3.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 162.00 Slope (%)= 8.50 N-Value = 0.040 Calculations Compute by:Known Q Known Q (cfs) = 1.43 Highlighted Depth (ft)= 0.16 Q (cfs)= 1.430 Area (sqft)= 0.53 Velocity (ft/s)= 2.69 Wetted Perim (ft) = 3.72 Crit Depth, Yc (ft) = 0.19 Top Width (ft)= 3.64 EGL (ft)= 0.27 0 1 2 3 4 5 6 7 8 9 Elev (ft)Depth (ft)Section 161.50 -0.50 162.00 0.00 162.50 0.50 163.00 1.00 163.50 1.50 164.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Tuesday, May 6 2025 Common Drive North Side Swale Trapezoidal Bottom Width (ft) = 5.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 158.00 Slope (%)= 8.50 N-Value = 0.040 Calculations Compute by:Known Q Known Q (cfs) = 19.24 Highlighted Depth (ft)= 0.52 Q (cfs)= 19.24 Area (sqft)= 3.14 Velocity (ft/s)= 6.13 Wetted Perim (ft) = 7.33 Crit Depth, Yc (ft) = 0.70 Top Width (ft)= 7.08 EGL (ft)= 1.10 0 1 2 3 4 5 6 7 8 9 10 11 Elev (ft)Depth (ft)Section 157.50 -0.50 158.00 0.00 158.50 0.50 159.00 1.00 159.50 1.50 160.00 2.00 Reach (ft) Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Tuesday, May 6 2025 Pipe Leave WQV2 Invert Elev Dn (ft) = 182.00 Pipe Length (ft) = 210.00 Slope (%)= 1.19 Invert Elev Up (ft) = 184.50 Rise (in)= 12.0 Shape = Circular Span (in)= 12.0 No. Barrels = 1 n-Value = 0.012 Culvert Type = Circular Concrete Culvert Entrance = Groove end projecting (C) Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2 Embankment Top Elevation (ft) = 189.00 Top Width (ft)= 6.00 Crest Width (ft) = 0.00 Calculations Qmin (cfs)= 1.00 Qmax (cfs)= 1.60 Tailwater Elev (ft) = (dc+D)/2 Highlighted Qtotal (cfs)= 1.00 Qpipe (cfs)= 1.00 Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 1.68 Veloc Up (ft/s) = 3.20 HGL Dn (ft)= 182.71 HGL Up (ft)= 184.92 Hw Elev (ft)= 185.08 Hw/D (ft)= 0.58 Flow Regime = Inlet Control 0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0 Elev (ft)Hw Depth (ft)Profile 181.00 -3.50 182.00 -2.50 183.00 -1.50 184.00 -0.50 185.00 0.50 186.00 1.50 187.00 2.50 188.00 3.50 189.00 4.50 190.00 5.50 Reach (ft) Embankment 210.00 Lf of 12(in) @ 1.19 % Hw HGL Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Tuesday, May 6 2025 Future Crossing Invert Elev Dn (ft) = 144.00 Pipe Length (ft) = 63.00 Slope (%)= 7.94 Invert Elev Up (ft) = 149.00 Rise (in)= 15.0 Shape = Circular Span (in)= 15.0 No. Barrels = 3 n-Value = 0.012 Culvert Type = Circular Concrete Culvert Entrance = Groove end projecting (C) Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2 Embankment Top Elevation (ft) = 151.50 Top Width (ft)= 30.00 Crest Width (ft) = 100.00 Calculations Qmin (cfs)= 18.00 Qmax (cfs)= 20.00 Tailwater Elev (ft) = (dc+D)/2 Highlighted Qtotal (cfs)= 18.00 Qpipe (cfs)= 18.00 Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 5.17 Veloc Up (ft/s) = 5.76 HGL Dn (ft)= 145.12 HGL Up (ft)= 149.99 Hw Elev (ft)= 150.57 Hw/D (ft)= 1.26 Flow Regime = Inlet Control 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 65.0 70.0 75.0 80.0 85.0 Elev (ft)Hw Depth (ft)Profile 143.00 -6.00 144.00 -5.00 145.00 -4.00 146.00 -3.00 147.00 -2.00 148.00 -1.00 149.00 0.00 150.00 1.00 151.00 2.00 152.00 3.00 Reach (ft) Embankment 63.00 Lf of 15(in) @ 7.94 % Hw HGL © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS © 2024 TomTom M:\7000\7800\7885 - Silver Falls Subdivision\Drawings\7885 Silver Falls Subdivision-Watershed Figures.dwg, 4/8/2025 9:22:02 AM, DWG To PDF 200 DPI.pc3 © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS © 2024 TomTom F/DEASEMENT IN FAVOR OFLOTS 1, 2, 3, 4 AND ACES HIGH EASEMENT IN FAVOR OFLOTS 1, 3, 4 AND ACES HIGH EASEMENT IN FAVOR OFLOTS 3, 4 M:\7000\7800\7885 - Silver Falls Subdivision\Drawings\7885 Silver Falls Subdivision-Watershed Figures.dwg, 4/8/2025 8:58:34 AM, DWG To PDF 200 DPI.pc3