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25SUB3 Revised Drainage Report 05-07-25 small_Part1
Date: April 10, 2025 Revised May 6, 2025 Page 1 of 2 Drainage Report Map 001- Block 007- Lot 00A Silver Falls Road Proposed Subdivision CLA Engineers, Inc. Civil · Structural · Survey DRAINAGE REPORT Proposed Subdivision Silver Falls Road Montville, Connecticut Prepared for Daniela Gjergjaj Narrative The proposed project is a residential subdivision located on Silver Falls Road (Map 001, Block 007, Lot 00A) in Montville Connecticut. The existing property is approximately 19-acres bounded by Silver Falls Road to the west. The location of the site in reference to the USGS Quad Map is attached as Figure 1. Existing conditions mapping is included in the subdivision plans. The existing site is generally comprised of wooded land with grass & brush. The property is divided by a ridgeline forming 2 watersheds on the property; existing ground elevations on the site range from approximately 212 to 118. Stormwater from the site currently flows via sheet flow to the from the ridgeline to the 24” HDPE on the west and to the wetlands to the east. The proposed development includes a 4-lot residential subdivision. The proposed lots will all front along Silver Falls Road and be served by a common driveway. There is no proposed roadway or public improvements. The proposed site grading has been designed to match the existing drainage patterns as closely as possible. The lot layouts and grading are depicted in the subdivision plans. As a low impact development measure stormwater throughout the site will continue to be managed by sheet flow over and treated by riprap swales and a water quality basin near the wetlands near Silver Falls Road. The watershed #1 draining to the existing 24” hdpe is approximately 129 acres. The proposed development will disturb approximately 4.0 acres within this watershed. The land use within the work area will change from primarily woods, brush, and grass to residential that includes approximately 2 acres of lawn within the development. Based on the magnitude of the development within the watershed and the difference in land use for the residential development, the impact to the peak stormwater runoff rates will be negligible. In our opinion the proposed development will have no negative impact to the peak flow rates to the existing pond, wetlands, 24” hdpe, and existing beyond the downstream property boundary. The watershed #2 draining to northeasterly wetlands is approximately 257 acres. The proposed development will disturb approximately 0.9 acre within this watershed. The land use within the work area will change from primarily woods, brush, and grass to residential that includes approximately .5 acres of lawn within the development. Based on the magnitude of the Date: April 10, 2025 Revised May 6, 2025 Page 2 of 2 Drainage Report Map 001- Block 007- Lot 00A Silver Falls Road Proposed Subdivision CLA Engineers, Inc. Civil · Structural · Survey development within the watershed and the difference in land use for the residential development, the impact to the peak stormwater runoff rates will be negligible. In our opinion the proposed development will have no negative impact on the peak flow rates to the existing wetlands or existing land beyond the downstream boundary. Method: The site hydraulic analysis was performed using the SCS TR-55 method utilizing the Hydraflow Hydrographs Extension for AutoCAD. Water quality volume and groundwater recharge volume calculations were performed as outlined in the 2024 Connecticut Stormwater Quality Manual (Section 7.4.1 and Section 7.5.1 respectively). Runoff curve numbers for the existing conditions and post development conditions were compiled from Table 2-2 of TR-55 due to the minimal changes within the watershed the composite curve numbers remained the same for both pre and post construction. Stormwater Quality To meet the Connecticut DEEP stormwater discharge water quality requirements low impact development measures have been designed for the site in accordance with the 2024 Connecticut Stormwater Quality Manual to treat the proposed run-off. Stormwater run-off from each area of development will run to a water quality basin or underground chambers designed to treat water quality volumes as shown on the subdivision plans. Water quality volumes are shown on the detail sheet of the subdivision plans. Culverts/Swales Sizing Culvert and swale sizing information has been added to the end of this report. CLA Engineers, Inc. Robert A. DeLuca, P.E. Hydrograph Return Period Recap 1 Hyd. Hydrograph Inflow Peak Outflow (cfs)Hydrograph No. type hyd(s)Description (origin)1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff ------ 3.955 10.87 ------- 30.69 53.72 91.80 123.39 159.71 Existing Watershed #1 2 SCS Runoff ------ 7.047 18.07 ------- 47.71 81.68 138.27 186.07 241.25 Existing watershed #2 3 SCS Runoff ------ 3.955 10.87 ------- 30.69 53.72 91.80 123.39 159.71 Proposed Watershed #1 4 SCS Runoff ------ 7.047 18.07 ------- 47.71 81.68 138.27 186.07 241.25 Proposed Watershed #2 6 SCS Runoff ------ 0.259 0.375 ------- 0.582 0.764 1.021 1.217 1.428 Common Drive North Side Swale 7 SCS Runoff ------ 0.006 0.024 ------- 0.112 0.251 0.522 0.760 1.053 Common Drive South Side Swale 8 SCS Runoff ------ 0.007 0.032 ------- 0.172 0.433 0.981 1.495 2.111 To WQV Basin 2 9 Reservoir 8 0.000 0.000 ------- 0.000 0.045 0.318 0.792 1.484 WQV2 OUTFLOW 11 SCS Runoff ------ 2.997 4.547 ------- 7.356 9.875 13.46 16.24 19.24 To Future Crossing 12 Combine 9, 11 2.997 4.547 ------- 7.356 9.875 13.46 16.24 19.24 Combined to Future Crossing 14 Reservoir 12 1.021 3.464 ------- 7.162 9.327 12.92 15.70 18.70 WQB1 Proj. file: 7885 Hydrographs.gpw Tuesday, 05 / 6 / 2025 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hydrograph Summary Report 2 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 3.955 6 792 75,908 ------ ------------ Existing Watershed #1 2 SCS Runoff 7.047 6 828 152,683 ------ ------------ Existing watershed #2 3 SCS Runoff 3.955 6 792 75,908 ------ ------------ Proposed Watershed #1 4 SCS Runoff 7.047 6 828 152,683 ------ ------------ Proposed Watershed #2 6 SCS Runoff 0.259 6 732 1,154 ------ ------------ Common Drive North Side Swale 7 SCS Runoff 0.006 6 888 186 ------ ------------ Common Drive South Side Swale 8 SCS Runoff 0.007 6 1032 250 ------ ------------ To WQV Basin 2 9 Reservoir 0.000 6 1260 0 8 185.31 93.5 WQV2 OUTFLOW 11 SCS Runoff 2.997 6 732 13,935 ------ ------------ To Future Crossing 12 Combine 2.997 6 732 13,935 9, 11 ------------ Combined to Future Crossing 14 Reservoir 1.021 6 756 5,100 12 129.05 4,525 WQB1 7885 Hydrographs.gpw Return Period: 1 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 = 3.955 cfs Storm frequency = 1 yrs Time to peak = 792 min Time interval = 6 min Hyd. volume = 75,908 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.= 2.89 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 * Composite (Area/CN) = [(129.000 x 55)] / 129.000 3 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 4.00 4.00 Q (cfs) Time (min) Existing Watershed #1 Hyd. No. 1 -- 1 Year Hyd No. 1 TR55 Tc Worksheet 4 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 1 Existing Watershed #1 Description A B C Totals Sheet Flow Manning's n-value = 0.800 0.011 0.011 Flow length (ft)= 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.37 0.00 0.00 Land slope (%)= 4.00 0.00 0.00 Travel Time (min)= 38.19 + 0.00 + 0.00 = 38.19 Shallow Concentrated Flow Flow length (ft)= 670.00 880.00 0.00 Watercourse slope (%) = 4.20 7.00 0.00 Surface description = Unpaved Unpaved Paved Average velocity (ft/s) =3.31 4.27 0.00 Travel Time (min)= 3.38 + 3.44 + 0.00 = 6.81 Channel Flow X sectional flow area (sqft) = 16.00 0.00 0.00 Wetted perimeter (ft) = 8.00 0.00 0.00 Channel slope (%)= 7.40 0.00 0.00 Manning's n-value = 0.050 0.015 0.015 Velocity (ft/s)=12.90 0.00 0.00 Flow length (ft)({0})1430.0 0.0 0.0 Travel Time (min)= 1.85 + 0.00 + 0.00 = 1.85 Total Travel Time, Tc .............................................................................. 46.90 min Precipitation Report 5 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 1 Existing Watershed #1 Storm Frequency = 1 yrs Time interval = 6 min Total precip.= 2.8900 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 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 1 : Existing Watershed #1 - 1 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 = 7.047 cfs Storm frequency = 1 yrs Time to peak = 828 min Time interval = 6 min Hyd. volume = 152,683 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.= 2.89 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 6 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 Q (cfs) Time (min) Existing watershed #2 Hyd. No. 2 -- 1 Year Hyd No. 2 TR55 Tc Worksheet 7 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 2 Existing watershed #2 Description A B C Totals Sheet Flow Manning's n-value = 0.800 0.011 0.011 Flow length (ft)= 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.37 0.00 0.00 Land slope (%)= 5.30 0.00 0.00 Travel Time (min)= 34.12 + 0.00 + 0.00 = 34.12 Shallow Concentrated Flow Flow length (ft)= 1040.00 1200.00 3250.00 Watercourse slope (%) = 4.20 12.70 1.00 Surface description = Unpaved Unpaved Unpaved Average velocity (ft/s) =3.31 5.75 1.61 Travel Time (min)= 5.24 + 3.48 + 33.57 = 42.29 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%)= 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s)=0.00 0.00 0.00 Flow length (ft)({0})0.0 0.0 0.0 Travel Time (min)= 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 76.40 min Precipitation Report 8 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 2 Existing watershed #2 Storm Frequency = 1 yrs Time interval = 6 min Total precip.= 2.8900 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 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 2 : Existing watershed #2 - 1 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 = 3.955 cfs Storm frequency = 1 yrs Time to peak = 792 min Time interval = 6 min Hyd. volume = 75,908 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.= 2.89 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 9 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 4.00 4.00 Q (cfs) Time (min) Proposed Watershed #1 Hyd. No. 3 -- 1 Year Hyd No. 3 Precipitation Report 10 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 3 Proposed Watershed #1 Storm Frequency = 1 yrs Time interval = 6 min Total precip.= 2.8900 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 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 3 : Proposed Watershed #1 - 1 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 = 7.047 cfs Storm frequency = 1 yrs Time to peak = 828 min Time interval = 6 min Hyd. volume = 152,683 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.= 2.89 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 11 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 Q (cfs) Time (min) Proposed Watershed #2 Hyd. No. 4 -- 1 Year Hyd No. 4 TR55 Tc Worksheet 12 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 4 Proposed Watershed #2 Description A B C Totals Sheet Flow Manning's n-value = 0.000 0.000 0.000 Flow length (ft)= 0.0 0.0 0.0 Two-year 24-hr precip. (in) = 0.00 0.00 0.00 Land slope (%)= 0.00 0.00 0.00 Travel Time (min)= 0.00 + 0.00 + 0.00 = 0.00 Shallow Concentrated Flow Flow length (ft)= 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Average velocity (ft/s) =0.00 0.00 0.00 Travel Time (min)= 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%)= 0.00 0.00 0.00 Manning's n-value = 0.000 0.000 0.000 Velocity (ft/s)=0.00 0.00 0.00 Flow length (ft)({0})0.0 0.0 0.0 Travel Time (min)= 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 76.40 min Precipitation Report 13 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 4 Proposed Watershed #2 Storm Frequency = 1 yrs Time interval = 6 min Total precip.= 2.8900 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 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 4 : Proposed Watershed #2 - 1 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 = 0.259 cfs Storm frequency = 1 yrs Time to peak = 732 min Time interval = 6 min Hyd. volume = 1,154 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.= 2.89 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 14 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) Common Drive North Side Swale Hyd. No. 6 -- 1 Year Hyd No. 6 TR55 Tc Worksheet 15 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 6 Common Drive North Side Swale Description A B C Totals Sheet Flow Manning's n-value = 0.410 0.011 0.011 Flow length (ft)= 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.37 0.00 0.00 Land slope (%)= 4.00 0.00 0.00 Travel Time (min)= 16.17 + 0.00 + 0.00 = 16.17 Shallow Concentrated Flow Flow length (ft)= 350.00 0.00 0.00 Watercourse slope (%) = 8.40 0.00 0.00 Surface description = Unpaved Unpaved Paved Average velocity (ft/s) =4.68 0.00 0.00 Travel Time (min)= 1.25 + 0.00 + 0.00 = 1.25 Channel Flow X sectional flow area (sqft) = 6.00 0.00 0.00 Wetted perimeter (ft) = 5.23 0.00 0.00 Channel slope (%)= 8.40 0.00 0.00 Manning's n-value = 0.040 0.015 0.015 Velocity (ft/s)=11.84 0.00 0.00 Flow length (ft)({0})290.0 0.0 0.0 Travel Time (min)= 0.41 + 0.00 + 0.00 = 0.41 Total Travel Time, Tc .............................................................................. 17.80 min Precipitation Report 16 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 = 1 yrs Time interval = 6 min Total precip.= 2.8900 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 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 6 : Common Drive North Side Swale - 1 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 = 0.006 cfs Storm frequency = 1 yrs Time to peak = 888 min Time interval = 6 min Hyd. volume = 186 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.= 2.89 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 17 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Common Drive South Side Swale Hyd. No. 7 -- 1 Year Hyd No. 7 TR55 Tc Worksheet 18 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 7 Common Drive South Side Swale Description A B C Totals Sheet Flow Manning's n-value = 0.410 0.011 0.011 Flow length (ft)= 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.37 0.00 0.00 Land slope (%)= 5.00 0.00 0.00 Travel Time (min)= 20.46 + 0.00 + 0.00 = 20.46 Shallow Concentrated Flow Flow length (ft)= 315.00 0.00 0.00 Watercourse slope (%) = 9.20 0.00 0.00 Surface description = Unpaved Unpaved Paved Average velocity (ft/s) =4.89 0.00 0.00 Travel Time (min)= 1.07 + 0.00 + 0.00 = 1.07 Channel Flow X sectional flow area (sqft) = 6.00 0.00 0.00 Wetted perimeter (ft) = 5.23 0.00 0.00 Channel slope (%)= 9.40 0.00 0.00 Manning's n-value = 0.040 0.015 0.015 Velocity (ft/s)=12.52 0.00 0.00 Flow length (ft)({0})275.0 0.0 0.0 Travel Time (min)= 0.37 + 0.00 + 0.00 = 0.37 Total Travel Time, Tc .............................................................................. 21.90 min Precipitation Report 19 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 = 1 yrs Time interval = 6 min Total precip.= 2.8900 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 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 7 : Common Drive South Side Swale - 1 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 = 0.007 cfs Storm frequency = 1 yrs Time to peak = 1032 min Time interval = 6 min Hyd. volume = 250 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.= 2.89 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 20 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) To WQV Basin 2 Hyd. No. 8 -- 1 Year Hyd No. 8 TR55 Tc Worksheet 21 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 8 To WQV Basin 2 Description A B C Totals Sheet Flow Manning's n-value = 0.410 0.011 0.011 Flow length (ft)= 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.37 0.00 0.00 Land slope (%)= 5.30 0.00 0.00 Travel Time (min)= 19.99 + 0.00 + 0.00 = 19.99 Shallow Concentrated Flow Flow length (ft)= 310.00 0.00 0.00 Watercourse slope (%) = 3.40 0.00 0.00 Surface description = Unpaved Unpaved Paved Average velocity (ft/s) =2.98 0.00 0.00 Travel Time (min)= 1.74 + 0.00 + 0.00 = 1.74 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%)= 0.00 0.00 0.00 Manning's n-value = 0.040 0.015 0.015 Velocity (ft/s)=0.00 0.00 0.00 Flow length (ft)({0})0.0 0.0 0.0 Travel Time (min)= 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 21.70 min Precipitation Report 22 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 = 1 yrs Time interval = 6 min Total precip.= 2.8900 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 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 8 : To WQV Basin 2 - 1 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 = 0.000 cfs Storm frequency = 1 yrs Time to peak = 1260 min Time interval = 6 min Hyd. volume = 0 cuft Inflow hyd. No. = 8 - To WQV Basin 2 Max. Elevation = 185.31 ft Reservoir name = wqv2 Max. Storage = 93 cuft Storage Indication method used. Exfiltration extracted from Outflow. 23 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) WQV2 OUTFLOW Hyd. No. 9 -- 1 Year Hyd No. 9 Hyd No. 8 Total storage used = 93 cuft Pond Report 24 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Pond No. 1 - wqv2 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 185.00 ft Stage / Storage Table Stage (ft)Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 185.00 00 0 0 1.00 186.00 900 300 300 2.00 187.00 1,260 1,075 1,375 2.50 187.50 1,420 670 2,044 3.00 188.00 1,680 774 2,818 4.00 189.00 2,160 1,915 4,733 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr][A] [B] [C] [D] Rise (in)= 15.00 Inactive Inactive Inactive Span (in)= 15.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Invert El. (ft)= 187.50 0.00 0.00 0.00 Length (ft)= 200.00 0.00 0.00 0.00 Slope (%)= 1.20 0.00 0.00 n/a N-Value = .012 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Crest Len (ft)Inactive Inactive Inactive Inactive Crest El. (ft)= 187.50 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = 1 --- --- --- Multi-Stage = Yes No No No Exfil.(in/hr)= 1.000 (by Contour) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 185.00 0.00 --- --- --- 0.00 --- --- --- 0.000 --- 0.000 0.10 30 185.10 0.00 --- --- --- 0.00 --- --- --- 0.002 --- 0.002 0.20 60 185.20 0.00 --- --- --- 0.00 --- --- --- 0.004 --- 0.004 0.30 90 185.30 0.00 --- --- --- 0.00 --- --- --- 0.006 --- 0.006 0.40 120 185.40 0.00 --- --- --- 0.00 --- --- --- 0.008 --- 0.008 0.50 150 185.50 0.00 --- --- --- 0.00 --- --- --- 0.010 --- 0.010 0.60 180 185.60 0.00 --- --- --- 0.00 --- --- --- 0.012 --- 0.012 0.70 210 185.70 0.00 --- --- --- 0.00 --- --- --- 0.015 --- 0.015 0.80 240 185.80 0.00 --- --- --- 0.00 --- --- --- 0.017 --- 0.017 0.90 270 185.90 0.00 --- --- --- 0.00 --- --- --- 0.019 --- 0.019 1.00 300 186.00 0.00 --- --- --- 0.00 --- --- --- 0.021 --- 0.021 1.10 407 186.10 0.00 --- --- --- 0.00 --- --- --- 0.022 --- 0.022 1.20 515 186.20 0.00 --- --- --- 0.00 --- --- --- 0.022 --- 0.022 1.30 622 186.30 0.00 --- --- --- 0.00 --- --- --- 0.023 --- 0.023 1.40 730 186.40 0.00 --- --- --- 0.00 --- --- --- 0.024 --- 0.024 1.50 837 186.50 0.00 --- --- --- 0.00 --- --- --- 0.025 --- 0.025 1.60 945 186.60 0.00 --- --- --- 0.00 --- --- --- 0.026 --- 0.026 1.70 1,052 186.70 0.00 --- --- --- 0.00 --- --- --- 0.027 --- 0.027 1.80 1,160 186.80 0.00 --- --- --- 0.00 --- --- --- 0.027 --- 0.027 1.90 1,267 186.90 0.00 --- --- --- 0.00 --- --- --- 0.028 --- 0.028 2.00 1,375 187.00 0.00 --- --- --- 0.00 --- --- --- 0.029 --- 0.029 2.05 1,442 187.05 0.00 --- --- --- 0.00 --- --- --- 0.030 --- 0.030 2.10 1,509 187.10 0.00 --- --- --- 0.00 --- --- --- 0.030 --- 0.030 2.15 1,576 187.15 0.00 --- --- --- 0.00 --- --- --- 0.030 --- 0.030 2.20 1,643 187.20 0.00 --- --- --- 0.00 --- --- --- 0.031 --- 0.031 2.25 1,710 187.25 0.00 --- --- --- 0.00 --- --- --- 0.031 --- 0.031 2.30 1,777 187.30 0.00 --- --- --- 0.00 --- --- --- 0.031 --- 0.031 2.35 1,844 187.35 0.00 --- --- --- 0.00 --- --- --- 0.032 --- 0.0322.40 1,910 187.40 0.00 --- --- --- 0.00 --- --- --- 0.032 --- 0.032 2.45 1,977 187.45 0.00 --- --- --- 0.00 --- --- --- 0.032 --- 0.032 2.50 2,044 187.50 0.00 --- --- --- 0.00 --- --- --- 0.033 --- 0.033 2.55 2,122 187.55 0.01 ic --- --- --- 0.00 --- --- --- 0.033 --- 0.046 2.60 2,199 187.60 0.05 ic --- --- --- 0.00 --- --- --- 0.034 --- 0.084 2.65 2,277 187.65 0.11 ic --- --- --- 0.00 --- --- --- 0.035 --- 0.145 2.70 2,354 187.70 0.19 ic --- --- --- 0.00 --- --- --- 0.035 --- 0.228 2.75 2,431 187.75 0.30 ic --- --- --- 0.00 --- --- --- 0.036 --- 0.334 2.80 2,509 187.80 0.42 ic --- --- --- 0.00 --- --- --- 0.036 --- 0.459 Continues on next page... 25 wqv2 Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 2.85 2,586 187.85 0.57 ic --- --- --- 0.00 --- --- --- 0.037 --- 0.604 2.90 2,664 187.90 0.73 ic --- --- --- 0.00 --- --- --- 0.038 --- 0.7682.95 2,741 187.95 0.91 ic --- --- --- 0.00 --- --- --- 0.038 --- 0.948 3.00 2,818 188.00 1.10 ic --- --- --- 0.00 --- --- --- 0.039 --- 1.143 3.10 3,010 188.10 1.54 ic --- --- --- 0.00 --- --- --- 0.040 --- 1.577 3.20 3,201 188.20 2.02 ic --- --- --- 0.00 --- --- --- 0.041 --- 2.057 3.30 3,393 188.30 2.53 ic --- --- --- 0.00 --- --- --- 0.042 --- 2.569 3.40 3,584 188.40 3.06 ic --- --- --- 0.00 --- --- --- 0.043 --- 3.1023.50 3,776 188.50 3.58 ic --- --- --- 0.00 --- --- --- 0.044 --- 3.629 3.60 3,967 188.60 4.09 ic --- --- --- 0.00 --- --- --- 0.046 --- 4.131 3.70 4,159 188.70 4.52 ic --- --- --- 0.00 --- --- --- 0.047 --- 4.563 3.80 4,350 188.80 4.85 ic --- --- --- 0.00 --- --- --- 0.048 --- 4.902 3.90 4,542 188.90 5.20 ic --- --- --- 0.00 --- --- --- 0.049 --- 5.2504.00 4,733 189.00 5.53 ic --- --- --- 0.00 --- --- --- 0.050 --- 5.577 ...End 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 = 2.997 cfs Storm frequency = 1 yrs Time to peak = 732 min Time interval = 6 min Hyd. volume = 13,935 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.= 2.89 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 26 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 Future Crossing Hyd. No. 11 -- 1 Year Hyd No. 11 TR55 Tc Worksheet 27 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 11 To Future Crossing Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.240 0.011 Flow length (ft)= 75.0 75.0 0.0 Two-year 24-hr precip. (in) = 3.45 3.45 0.00 Land slope (%)= 4.00 15.00 0.00 Travel Time (min)= 8.27 + 4.88 + 0.00 = 13.15 Shallow Concentrated Flow Flow length (ft)= 130.00 0.00 0.00 Watercourse slope (%) = 18.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =6.85 0.00 0.00 Travel Time (min)= 0.32 + 0.00 + 0.00 = 0.32 Channel Flow X sectional flow area (sqft) = 6.00 0.00 0.00 Wetted perimeter (ft) = 9.00 0.00 0.00 Channel slope (%)= 1.50 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s)=9.27 0.00 0.00 Flow length (ft)({0})265.0 0.0 0.0 Travel Time (min)= 0.48 + 0.00 + 0.00 = 0.48 Total Travel Time, Tc .............................................................................. 13.90 min Precipitation Report 28 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 11 To Future Crossing Storm Frequency = 1 yrs Time interval = 6 min Total precip.= 2.8900 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 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 11 : To Future Crossing - 1 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 = 2.997 cfs Storm frequency = 1 yrs Time to peak = 732 min Time interval = 6 min Hyd. volume = 13,935 cuft Inflow hyds.= 9, 11 Contrib. drain. area = 5.180 ac 29 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) Combined to Future Crossing Hyd. No. 12 -- 1 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 = 1.021 cfs Storm frequency = 1 yrs Time to peak = 756 min Time interval = 6 min Hyd. volume = 5,100 cuft Inflow hyd. No. = 12 - Combined to Future CrossingMax. Elevation = 129.05 ft Reservoir name = WQB1 Max. Storage = 4,525 cuft Storage Indication method used. Exfiltration extracted from Outflow. 30 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) WQB1 Hyd. No. 14 -- 1 Year Hyd No. 14 Hyd No. 12 Total storage used = 4,525 cuft Pond Report 31 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Pond No. 2 - WQB1 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 127.50 ft Stage / Storage Table Stage (ft)Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 127.50 00 0 0 0.50 128.00 3,120 520 520 1.50 129.00 4,460 3,770 4,290 2.50 130.00 5,000 4,727 9,017 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr][A] [B] [C] [D] Rise (in)= 0.00 0.00 0.00 0.00 Span (in)= 0.00 0.00 0.00 0.00 No. Barrels = 0 0 0 0 Invert El. (ft)= 0.00 0.00 0.00 0.00 Length (ft)= 0.00 0.00 0.00 0.00 Slope (%)= 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Crest Len (ft)= 25.00 0.00 0.00 0.00 Crest El. (ft)= 129.00 0.00 0.00 0.00 Weir Coeff.= 2.60 3.33 3.33 3.33 Weir Type = Broad --- --- --- Multi-Stage = No No No No Exfil.(in/hr)= 1.000 (by Contour) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 127.50 --- --- --- --- 0.00 --- --- --- 0.000 --- 0.000 0.05 52 127.55 --- --- --- --- 0.00 --- --- --- 0.007 --- 0.0070.10 104 127.60 --- --- --- --- 0.00 --- --- --- 0.014 --- 0.014 0.15 156 127.65 --- --- --- --- 0.00 --- --- --- 0.022 --- 0.022 0.20 208 127.70 --- --- --- --- 0.00 --- --- --- 0.029 --- 0.029 0.25 260 127.75 --- --- --- --- 0.00 --- --- --- 0.036 --- 0.036 0.30 312 127.80 --- --- --- --- 0.00 --- --- --- 0.043 --- 0.043 0.35 364 127.85 --- --- --- --- 0.00 --- --- --- 0.051 --- 0.0510.40 416 127.90 --- --- --- --- 0.00 --- --- --- 0.058 --- 0.058 0.45 468 127.95 --- --- --- --- 0.00 --- --- --- 0.065 --- 0.065 0.50 520 128.00 --- --- --- --- 0.00 --- --- --- 0.072 --- 0.072 0.60 897 128.10 --- --- --- --- 0.00 --- --- --- 0.075 --- 0.075 0.70 1,274 128.20 --- --- --- --- 0.00 --- --- --- 0.078 --- 0.078 0.80 1,651 128.30 --- --- --- --- 0.00 --- --- --- 0.082 --- 0.082 0.90 2,028 128.40 --- --- --- --- 0.00 --- --- --- 0.085 --- 0.085 1.00 2,405 128.50 --- --- --- --- 0.00 --- --- --- 0.088 --- 0.088 1.10 2,782 128.60 --- --- --- --- 0.00 --- --- --- 0.091 --- 0.091 1.20 3,159 128.70 --- --- --- --- 0.00 --- --- --- 0.094 --- 0.094 1.30 3,536 128.80 --- --- --- --- 0.00 --- --- --- 0.097 --- 0.097 1.40 3,913 128.90 --- --- --- --- 0.00 --- --- --- 0.100 --- 0.100 1.50 4,290 129.00 --- --- --- --- 0.00 --- --- --- 0.103 --- 0.103 1.60 4,762 129.10 --- --- --- --- 2.06 --- --- --- 0.104 --- 2.160 1.70 5,235 129.20 --- --- --- --- 5.81 --- --- --- 0.106 --- 5.920 1.80 5,708 129.30 --- --- --- --- 10.68 --- --- --- 0.107 --- 10.79 1.90 6,180 129.40 --- --- --- --- 16.45 --- --- --- 0.108 --- 16.552.00 6,653 129.50 --- --- --- --- 22.98 --- --- --- 0.109 --- 23.09 2.10 7,126 129.60 --- --- --- --- 30.21 --- --- --- 0.111 --- 30.32 2.20 7,599 129.70 --- --- --- --- 38.07 --- --- --- 0.112 --- 38.18 2.30 8,071 129.80 --- --- --- --- 46.51 --- --- --- 0.113 --- 46.63 2.40 8,544 129.90 --- --- --- --- 55.50 --- --- --- 0.114 --- 55.622.50 9,017 130.00 --- --- --- --- 65.00 --- --- --- 0.116 --- 65.12 Hydrograph Summary Report 32 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 30.69 6 762 312,529 ------ ------------ Existing Watershed #1 2 SCS Runoff 47.71 6 792 628,622 ------ ------------ Existing watershed #2 3 SCS Runoff 30.69 6 762 312,529 ------ ------------ Proposed Watershed #1 4 SCS Runoff 47.71 6 792 628,622 ------ ------------ Proposed Watershed #2 6 SCS Runoff 0.582 6 732 2,483 ------ ------------ Common Drive North Side Swale 7 SCS Runoff 0.112 6 756 1,317 ------ ------------ Common Drive South Side Swale 8 SCS Runoff 0.172 6 762 2,455 ------ ------------ To WQV Basin 2 9 Reservoir 0.000 6 2220 0 8 186.95 1,319 WQV2 OUTFLOW 11 SCS Runoff 7.356 6 732 31,699 ------ ------------ To Future Crossing 12 Combine 7.356 6 732 31,699 9, 11 ------------ Combined to Future Crossing 14 Reservoir 7.162 6 732 22,476 12 129.23 5,366 WQB1 7885 Hydrographs.gpw Return Period: 5 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 = 30.69 cfs Storm frequency = 5 yrs Time to peak = 762 min Time interval = 6 min Hyd. volume = 312,529 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.= 4.37 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 * Composite (Area/CN) = [(129.000 x 55)] / 129.000 33 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 35.00 35.00 Q (cfs) Time (min) Existing Watershed #1 Hyd. No. 1 -- 5 Year Hyd No. 1 Precipitation Report 34 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 1 Existing Watershed #1 Storm Frequency = 5 yrs Time interval = 6 min Total precip.= 4.3700 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 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 1 : Existing Watershed #1 - 5 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 = 47.71 cfs Storm frequency = 5 yrs Time to peak = 792 min Time interval = 6 min Hyd. volume = 628,622 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.= 4.37 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 35 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 Q (cfs) Time (min) Existing watershed #2 Hyd. No. 2 -- 5 Year Hyd No. 2 Precipitation Report 36 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 2 Existing watershed #2 Storm Frequency = 5 yrs Time interval = 6 min Total precip.= 4.3700 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 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 2 : Existing watershed #2 - 5 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 = 30.69 cfs Storm frequency = 5 yrs Time to peak = 762 min Time interval = 6 min Hyd. volume = 312,529 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.= 4.37 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 37 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 35.00 35.00 Q (cfs) Time (min) Proposed Watershed #1 Hyd. No. 3 -- 5 Year Hyd No. 3 Precipitation Report 38 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 3 Proposed Watershed #1 Storm Frequency = 5 yrs Time interval = 6 min Total precip.= 4.3700 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 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 3 : Proposed Watershed #1 - 5 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 = 47.71 cfs Storm frequency = 5 yrs Time to peak = 792 min Time interval = 6 min Hyd. volume = 628,622 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.= 4.37 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 39 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 Q (cfs) Time (min) Proposed Watershed #2 Hyd. No. 4 -- 5 Year Hyd No. 4 Precipitation Report 40 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 4 Proposed Watershed #2 Storm Frequency = 5 yrs Time interval = 6 min Total precip.= 4.3700 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 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 4 : Proposed Watershed #2 - 5 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 = 0.582 cfs Storm frequency = 5 yrs Time to peak = 732 min Time interval = 6 min Hyd. volume = 2,483 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.= 4.37 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 41 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 North Side Swale Hyd. No. 6 -- 5 Year Hyd No. 6 Precipitation Report 42 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 = 5 yrs Time interval = 6 min Total precip.= 4.3700 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 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 6 : Common Drive North Side Swale - 5 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 = 0.112 cfs Storm frequency = 5 yrs Time to peak = 756 min Time interval = 6 min Hyd. volume = 1,317 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.= 4.37 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 43 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) Common Drive South Side Swale Hyd. No. 7 -- 5 Year Hyd No. 7 Precipitation Report 44 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 = 5 yrs Time interval = 6 min Total precip.= 4.3700 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 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 7 : Common Drive South Side Swale - 5 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 = 0.172 cfs Storm frequency = 5 yrs Time to peak = 762 min Time interval = 6 min Hyd. volume = 2,455 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.= 4.37 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 45 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) To WQV Basin 2 Hyd. No. 8 -- 5 Year Hyd No. 8 Precipitation Report 46 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 = 5 yrs Time interval = 6 min Total precip.= 4.3700 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 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 8 : To WQV Basin 2 - 5 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 = 0.000 cfs Storm frequency = 5 yrs Time to peak = 2220 min Time interval = 6 min Hyd. volume = 0 cuft Inflow hyd. No. = 8 - To WQV Basin 2 Max. Elevation = 186.95 ft Reservoir name = wqv2 Max. Storage = 1,319 cuft Storage Indication method used. Exfiltration extracted from Outflow. 47 0 360 720 1080 1440 1800 2160 2520 2880 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) WQV2 OUTFLOW Hyd. No. 9 -- 5 Year Hyd No. 9 Hyd No. 8 Total storage used = 1,319 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 = 7.356 cfs Storm frequency = 5 yrs Time to peak = 732 min Time interval = 6 min Hyd. volume = 31,699 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.= 4.37 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 48 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 Q (cfs) Time (min) To Future Crossing Hyd. No. 11 -- 5 Year Hyd No. 11 Precipitation Report 49 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 11 To Future Crossing Storm Frequency = 5 yrs Time interval = 6 min Total precip.= 4.3700 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 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Precip (in) Time (min)Custom Design Storm -- M:\NOAA Type D Distribution.cds Incremental Rainfall Precipitation Hyd. No. 11 : To Future Crossing - 5 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 = 7.356 cfs Storm frequency = 5 yrs Time to peak = 732 min Time interval = 6 min Hyd. volume = 31,699 cuft Inflow hyds.= 9, 11 Contrib. drain. area = 5.180 ac 50 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 Q (cfs) Time (min) Combined to Future Crossing Hyd. No. 12 -- 5 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 = 7.162 cfs Storm frequency = 5 yrs Time to peak = 732 min Time interval = 6 min Hyd. volume = 22,476 cuft Inflow hyd. No. = 12 - Combined to Future CrossingMax. Elevation = 129.23 ft Reservoir name = WQB1 Max. Storage = 5,366 cuft Storage Indication method used. Exfiltration extracted from Outflow. 51 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 Q (cfs) Time (min) WQB1 Hyd. No. 14 -- 5 Year Hyd No. 14 Hyd No. 12 Total storage used = 5,366 cuft Hydrograph Summary Report 52 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 53.72 6 756 479,613 ------ ------------ Existing Watershed #1 2 SCS Runoff 81.68 6 786 964,695 ------ ------------ Existing watershed #2 3 SCS Runoff 53.72 6 756 479,613 ------ ------------ Proposed Watershed #1 4 SCS Runoff 81.68 6 786 964,695 ------ ------------ Proposed Watershed #2 6 SCS Runoff 0.764 6 732 3,248 ------ ------------ Common Drive North Side Swale 7 SCS Runoff 0.251 6 750 2,218 ------ ------------ Common Drive South Side Swale 8 SCS Runoff 0.433 6 750 4,343 ------ ------------ To WQV Basin 2 9 Reservoir 0.045 6 1014 828 8 187.59 2,188 WQV2 OUTFLOW 11 SCS Runoff 9.875 6 732 42,144 ------ ------------ To Future Crossing 12 Combine 9.875 6 732 42,973 9, 11 ------------ Combined to Future Crossing 14 Reservoir 9.327 6 732 33,525 12 129.29 5,576 WQB1 7885 Hydrographs.gpw Return Period: 10 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 = 53.72 cfs Storm frequency = 10 yrs Time to peak = 756 min Time interval = 6 min Hyd. volume = 479,613 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.= 5.14 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 * Composite (Area/CN) = [(129.000 x 55)] / 129.000 53 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 Q (cfs) Time (min) Existing Watershed #1 Hyd. No. 1 -- 10 Year Hyd No. 1 Precipitation Report 54 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 1 Existing Watershed #1 Storm Frequency = 10 yrs Time interval = 6 min Total precip.= 5.1400 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 - 10 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 = 81.68 cfs Storm frequency = 10 yrs Time to peak = 786 min Time interval = 6 min Hyd. volume = 964,695 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.= 5.14 in Distribution = Custom Storm duration = M:\NOAA Type D Distribution.cdsShape factor = 484 55 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 Q (cfs) Time (min) Existing watershed #2 Hyd. No. 2 -- 10 Year Hyd No. 2 Precipitation Report 56 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 2 Existing watershed #2 Storm Frequency = 10 yrs Time interval = 6 min Total precip.= 5.1400 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 - 10 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 = 53.72 cfs Storm frequency = 10 yrs Time to peak = 756 min Time interval = 6 min Hyd. volume = 479,613 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.= 5.14 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 57 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 Q (cfs) Time (min) Proposed Watershed #1 Hyd. No. 3 -- 10 Year Hyd No. 3 Precipitation Report 58 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 3 Proposed Watershed #1 Storm Frequency = 10 yrs Time interval = 6 min Total precip.= 5.1400 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 - 10 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 = 81.68 cfs Storm frequency = 10 yrs Time to peak = 786 min Time interval = 6 min Hyd. volume = 964,695 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.= 5.14 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 59 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 Q (cfs) Time (min) Proposed Watershed #2 Hyd. No. 4 -- 10 Year Hyd No. 4 Precipitation Report 60 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 4 Proposed Watershed #2 Storm Frequency = 10 yrs Time interval = 6 min Total precip.= 5.1400 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 - 10 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 = 0.764 cfs Storm frequency = 10 yrs Time to peak = 732 min Time interval = 6 min Hyd. volume = 3,248 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.= 5.14 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 61 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 North Side Swale Hyd. No. 6 -- 10 Year Hyd No. 6 Precipitation Report 62 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 = 10 yrs Time interval = 6 min Total precip.= 5.1400 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 - 10 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 = 0.251 cfs Storm frequency = 10 yrs Time to peak = 750 min Time interval = 6 min Hyd. volume = 2,218 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.= 5.14 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 63 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) Common Drive South Side Swale Hyd. No. 7 -- 10 Year Hyd No. 7 Precipitation Report 64 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 = 10 yrs Time interval = 6 min Total precip.= 5.1400 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 - 10 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 = 0.433 cfs Storm frequency = 10 yrs Time to peak = 750 min Time interval = 6 min Hyd. volume = 4,343 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.= 5.14 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 65 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) To WQV Basin 2 Hyd. No. 8 -- 10 Year Hyd No. 8 Precipitation Report 66 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 = 10 yrs Time interval = 6 min Total precip.= 5.1400 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 - 10 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 = 0.045 cfs Storm frequency = 10 yrs Time to peak = 1014 min Time interval = 6 min Hyd. volume = 828 cuft Inflow hyd. No. = 8 - To WQV Basin 2 Max. Elevation = 187.59 ft Reservoir name = wqv2 Max. Storage = 2,188 cuft Storage Indication method used. Exfiltration extracted from Outflow. 67 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) WQV2 OUTFLOW Hyd. No. 9 -- 10 Year Hyd No. 9 Hyd No. 8 Total storage used = 2,188 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 = 9.875 cfs Storm frequency = 10 yrs Time to peak = 732 min Time interval = 6 min Hyd. volume = 42,144 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.= 5.14 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 68 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 Q (cfs) Time (min) To Future Crossing Hyd. No. 11 -- 10 Year Hyd No. 11 Precipitation Report 69 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 05 / 6 / 2025 Hyd. No. 11 To Future Crossing Storm Frequency = 10 yrs Time interval = 6 min Total precip.= 5.1400 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 - 10 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 = 9.875 cfs Storm frequency = 10 yrs Time to peak = 732 min Time interval = 6 min Hyd. volume = 42,973 cuft Inflow hyds.= 9, 11 Contrib. drain. area = 5.180 ac 70 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 Q (cfs) Time (min) Combined to Future Crossing Hyd. No. 12 -- 10 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 = 9.327 cfs Storm frequency = 10 yrs Time to peak = 732 min Time interval = 6 min Hyd. volume = 33,525 cuft Inflow hyd. No. = 12 - Combined to Future CrossingMax. Elevation = 129.29 ft Reservoir name = WQB1 Max. Storage = 5,576 cuft Storage Indication method used. Exfiltration extracted from Outflow. 71 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 Q (cfs) Time (min) WQB1 Hyd. No. 14 -- 10 Year Hyd No. 14 Hyd No. 12 Total storage used = 5,576 cuft Hydrograph Summary Report 72 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 91.80 6 756 743,326 ------ ------------ Existing Watershed #1 2 SCS Runoff 138.27 6 780 1,495,130 ------ ------------ Existing watershed #2 3 SCS Runoff 91.80 6 756 743,326 ------ ------------ Proposed Watershed #1 4 SCS Runoff 138.27 6 780 1,495,130 ------ ------------ Proposed Watershed #2 6 SCS Runoff 1.021 6 732 4,343 ------ ------------ Common Drive North Side Swale 7 SCS Runoff 0.522 6 744 3,714 ------ ------------ Common Drive South Side Swale 8 SCS Runoff 0.981 6 744 7,534 ------ ------------ To WQV Basin 2 9 Reservoir 0.318 6 798 3,905 8 187.76 2,443 WQV2 OUTFLOW 11 SCS Runoff 13.46 6 732 57,237 ------ ------------ To Future Crossing 12 Combine 13.46 6 732 61,142 9, 11 ------------ Combined to Future Crossing 14 Reservoir 12.92 6 732 51,389 12 129.36 5,891 WQB1 7885 Hydrographs.gpw Return Period: 25 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 = 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 = TR55 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) = [(129.000 x 55)] / 129.000 73 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) Existing Watershed #1 Hyd. No. 1 -- 25 Year Hyd No. 1