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HomeMy WebLinkAboutSW1191201_Design Calculations_20210818NCNG nton. NC Drainage Area, (DA) _ Impervious Area c=0.95 Pervious Area c= 0.30 Cc = CN= Permanent Water Quality Pool % Impervious = Permanent Pool Design Depth = SA / DA Ratio = Required Surface Area = Permanent Pool Volume Req.= Temporary Water Quality Pool Design Storm Rainfall Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) _ Required Volume (design rainfall)(Rv)(DA) _ Surface Area Provided: Permanent Pool Max. Depth = Area of Pond Bottom (Above PSS) _ Area Bottom of Shelf= Area of Permanent Pool= Area Top of Shelf= Perm. Pool Volume Provided= Avg. Perm. Pool Depth Provided (Eq.2)= Surface Area at 1" Storage Volume= 10-Aug-21 39004 TIMMONSvGRROUP GWF 4.63 ac 11 Pre= 4.6 in/hr 3.76 ac CcPre= 0.52 0.87 ac Q1Pre= 11.07 cfs 0.83 11 Post= 4.6 in/hr 93.0 Q1 Post= 17.63 cfs 81.2 % 3.25 ft 2.81 (from Tbl. 1.1) 5,672 sf 18,435 cf 1.00 in (Typically 1-in) 0.78 in/in 13,124.27 cf 4.00 ft 1,414 sf 4,601 sf 5,701 sf 6,661 sf 18,510 cf 3.25 ft 9,410 sf (EL= 1204.0) (EL= 1210.0) (EL= 1210.50 (EL= 1211.0) > 18,435 OK > 3.25 OK (EL=1212.06) 1" Storage Volume Provided= 13,132 cf > 13,124 OK Temp. Storage Depth above Dewatering Hole = 1.56 ft Diameter of Dewatering Hole = 1.50 in Detention (Draw -Down) Time = 3.6 days (2-5 days Required) T days=(Temp. Storage Vol Req / (0.6' A(2'g'(h))11/2)' 86400 (where h = one third temp. storage depth measured to centroid of orifice) Max Drawdow Rate= 0.07 cfs Permanent Pool Volume= 18,510 cf > 18,435 OK Forebay Volume Required = 2,777 cf Forebay Volume Provided = 2,940 cf 15.9 % Tnhl,- 1 1 SA / DA Ratios 85 % TSS efficiency Permanent Pool Depth (ft) % Impervious 3.0 4.0 5.0 6.0 10 0.51 0.43 0.37 0.30 20 0.84 0.69 0.61 0.51 30 1.17 0.94 0.84 0.72 40 1.51 1.24 1.09 0.91 50 1.79 1.51 1.31 1.13 60 2.09 1.77 1.49 1.31 70 2.51 2.09 1.80 1.56 80 2.92 2.41 2.07 1.82 90 3.25 2.64 2.31 2.04 s:\1319\0001\calcs\PondSize-Wet Pond-piedmont-90 tss-LMB printed: 8/10/2021 2:36 PM Page 1 of 2 nor Main Pool Permanent Pool Volume Stage (ft) Elevation Area (sf) Storage (cf) -6.50 1204.00 994 Top of Sed. Stor. in Main Pond -5.50 1205.00 1,414 1,204 -4.50 1206.00 1,990 2,906 -3.50 1207.00 2,596 5,199 -2.50 1208.00 3,234 8,114 -1.50 1209.00 3,903 11,683 -0.50 1210.00 4,601 15,935 Inside of Shelf Elev. 0.00 1210.50 5,701 18,510 Permanent Pool Elevation 0.50 1211.00 6,661 21,601 Normal/Outside of Shelf Elev. Forebay Volume Stage (ft) Elevation Area (sf) Storage (cf) -4.25 1206.25 286 Top of Sed. Stor. in Forebay -3.50 1207.00 403 258 -2.50 1208.00 587 753 -1.50 1209.00 802 1,448 -0.50 1210.00 1,046 2,372 Inside of Shelf Elev. 0.00 1210.50 1,227 2,940 Permanent Pool Elevation Total Pond Stage / Storage Detail 0.00 1210.50 6,919 0 Normal Pool Elev. 0.50 1211 8,123 3760.5 556 1212.06 Water Quality Elevation 2.50 1213 10,700 22583.5 3.50 1214 12072 33969.5 4.50 1215 13502 46756.5 5.50 1216 15000 61007.5 Anti -Floatation Invert of Riser: 1,202.00 ft Crest of Riser: 1,214.50 ft Inside Width of Riser 4.00 ft Inside Length of Riser: 4.00 ft Riser Wall Thickness: 8.00 in Volume of Riser: 355.56 cf Volume of Riser Walls: 155.56 cf Weight of Concrete: 150 Ibs/cf Buoyancy Force: 62.4 Ibs/cf Weight of Riser Walls: 23,333 lbs Buoyancy Force of Riser: 22,187 lbs Weight of Riser minus Buoyancy Force 1,147 lbs Width of Anchor extension 12 in Thickness of Anchor extension 12 in Weight of Water acting on anchor extension 19760 lbs Weight of extension required (concrete) None lbs Safety Factor (SF) 2.3 Weight of extension required with SF 0 lbs Anchor Length: 7.33 ft Anchor Width: 7.33 ft Volume of Anchor: 54 cf Weight of Proposed Anchor 8067 lbs Is Anchor sufficient? YES Total Downward Force: 51,160 lbs Total Boyancy Force: 22,187 lbs Total Safety Factor: 2.3 s:\1319\0001\calcs\PondSize-Wet Pond-piedmont-90 tss-LMB printed: 8/10/2021 2:36 PM Page 2 of 2 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ 2019 by Autodesk, Inc. v2019.2 ED 8 9 6 5 10 Project: Pre -post calcs MOV Expansion-GWF.gpw Wednesday, 07 / 14 / 2021 Hydrograph Return Period Rp�I y ra o ydrographs Extension for Autodesk@ Civil 3D@ 2019 by Autodesk, Inc. v2019.2 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 ------ 76.00 101.42 ------- ------- 171.35 ------- ------- 283.62 Pre Development 2 SCS Runoff ------ 32.83 45.51 ------- ------- 82.30 ------- ------- 142.92 Post Development -Bypass 3 SCS Runoff ------ 63.63 80.39 ------- ------- 125.26 ------- ------- 196.39 Post Development-BMP 4 Reservoir 3 23.16 38.82 ------- ------- 42.85 ------- ------- 47.56 BMP Routing 5 Combine 2,4 45.69 80.91 ------- ------- 123.31 ------- ------- 186.95 Post Development -Total 6 SCS Runoff ------ 17.71 22.22 ------- ------- 34.28 ------- ------- 53.42 Analysis Point B Post -Development 7 Reservoir 6 2.804 4.367 ------- ------- 6.876 ------- ------- 32.44 Wet Pond 2 8 SCS Runoff ------ 44.16 62.28 ------- ------- 114.30 ------- ------- 200.77 MOV Pre Development 9 SCS Runoff ------ 40.80 57.55 ------- ------- 105.62 ------- ------- 185.52 MOV Bypass 10 Combine 7,9 43.56 61.91 ------- ------- 112.49 ------- ------- 215.84 MOV COMBINED Proj. file: Pre -post calcs MOV Expansion-GWF.gpw Wednesday, 07 / 14 / 2021 3 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 1 Pre Development Hydrograph type = SCS Runoff Peak discharge = 76.00 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 153,965 cuft Drainage area = 26.380 ac Curve number = 85* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.15 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(8.300 x 98) + (18.080 x 79)] / 26.380 Q (cfs) 80.00 70.00 50.00 40.00 30.00 10.00 Q (cfs) 80.00 70.00 50.00 40.00 30.00 20.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 — Hyd No. 1 Time (min) 4 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 2 Post Development -Bypass Hydrograph type = SCS Runoff Peak discharge = 32.83 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 65,895 cuft Drainage area = 14.200 ac Curve number = 80* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.15 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(3.840 x 98) + (10.360 x 74)] / 14.200 Q (cfs) 35.00 30.00 25.00 15.00 10.00 5.00 Post Development -Bypass Hyd. No. 2 -- 1 Year Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 0.00 ' . — ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 2 Time (min) 5 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 3 Post Development-BMP Hydrograph type = SCS Runoff Peak discharge = 63.63 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 134,263 cuft Drainage area = 17.130 ac Curve number = 92* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.15 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(13.090 x 98) + (4.040 x 74)] / 17.130 Post Development-BMP Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs) 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 — Hyd No. 3 Time (min) Hydrograph Report 6 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 4 BMP Routing Hydrograph type = Reservoir Peak discharge = 23.16 cfs Storm frequency = 1 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 131,779 cuft Inflow hyd. No. = 3 - Post Development-BMP Max. Elevation = 1203.68 ft Reservoir name = Wet Pond Max. Storage = 66,330 cuft Storage Indication method used BMP Routing 1 �1 �:1 1 •.1 11 ��1 .:1 • 1 •1 �11 .�1 ::1 1 7 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 5 Post Development -Total Hydrograph type = Combine Peak discharge = 45.69 cfs Storm frequency = 1 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 197,673 cuft Inflow hyds. = 2, 4 Contrib. drain. area = 14.200 ac Post Development -Total Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs) 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 5 — Hyd No. 2 Hyd No. 4 8 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 6 Analysis Point B Post -Development Hydrograph type = SCS Runoff Peak discharge = 17.71 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 37,780 cuft Drainage area = 4.630 ac Curve number = 93* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.15 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(0.870 x 74) + (3.760 x 98)] / 4.630 Q (cfs) 18.00 15.00 12.00 •M .M 3.00 e 120 240 Hyd No. 6 Analysis Point B Post -Development Hyd. No. 6 -- 1 Year 360 480 600 Q (cfs) 18.00 15.00 12.00 M M 3.00 0.00 720 840 960 1080 1200 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 7 Wet Pond 2 Hydrograph type = Reservoir Peak discharge = 2.804 cfs Storm frequency = 1 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 36,035 cuft Inflow hyd. No. = 6 - Analysis Point B Post-Develdp3nOibvation = 1212.82 ft Reservoir name = Wet Pond B Max. Storage = 20,707 cuft Storage Indication method used. Q (cfs) 18.00 15.00 12.00 M M 3.00 600 Hyd No. 7 Wet Pond 2 Hyd. No. 7 -- 1 Year Q (cfs) 18.00 15.00 12.00 3.00 0.00 1200 1800 2400 3000 3600 4200 4800 5400 6000 Time (min) — Hyd No. 6 ® Total storage used = 20,707 cult Hydrograph Report 10 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 8 MOV Pre Development Hydrograph type = SCS Runoff Peak discharge = 44.16 cfs Storm frequency = 1 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 140,081 cuft Drainage area = 28.300 ac Curve number = 80* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 19.30 min Total precip. = 3.15 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(27.350 x 79) + (0.950 x 98)] / 28.300 MOV Pre Development Q (cfs) Hyd. No. 8 -- 1 Year Q (cfs) 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 8 Time (min) Hydrograph Report 11 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 9 MOV Bypass Hydrograph type = SCS Runoff Peak discharge = 40.80 cfs Storm frequency = 1 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 129,438 cuft Drainage area = 26.150 ac Curve number = 80* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.30 min Total precip. = 3.15 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(25.410 x 79) + (0.740 x 98)] / 26.150 MOV Bypass Q (cfs) Hyd. No. 9 -- 1 Year Q (cfs) 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 9 Time (min) Hydrograph Report 12 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 10 MOV COMBINED Hydrograph type = Combine Peak discharge = 43.56 cfs Storm frequency = 1 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 165,473 cuft Inflow hyds. = 7, 9 Contrib. drain. area = 26.150 ac MOV COMBINED Q (cfs) Hyd. No. 10 -- 1 Year Q (cfs) 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 10 Hyd No. 7 Hyd No. 9 13 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 1 Pre Development Hydrograph type = SCS Runoff Peak discharge = 101.42 cfs Storm frequency = 2 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 207,061 cuft Drainage area = 26.380 ac Curve number = 85* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.83 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(8.300 x 98) + (18.080 x 79)] / 26.380 Q (cfs) 120.00 100.00 40.00 rIt ee Pre Development Hyd. No. 1 -- 2 Year Q (cfs) 120.00 100.00 40.00 20.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 — Hyd No. 1 Time (min) Hydrograph Report 14 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 2 Post Development -Bypass Hydrograph type = SCS Runoff Peak discharge = 45.51 cfs Storm frequency = 2 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 91,915 cuft Drainage area = 14.200 ac Curve number = 80* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.83 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(3.840 x 98) + (10.360 x 74)] / 14.200 Post Development -Bypass Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs) 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 2 Time (min) 15 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 3 Post Development-BMP Hydrograph type = SCS Runoff Peak discharge = 80.39 cfs Storm frequency = 2 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 172,182 cuft Drainage area = 17.130 ac Curve number = 92* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.83 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(13.090 x 98) + (4.040 x 74)] / 17.130 Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 0 120 — Hyd No. 3 Post Development-BMP Hyd. No. 3 -- 2 Year Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 16 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 4 BMP Routing Hydrograph type = Reservoir Peak discharge = 38.82 cfs Storm frequency = 2 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 169,689 cuft Inflow hyd. No. = 3 - Post Development-BMP Max. Elevation = 1204.02 ft Reservoir name = Wet Pond Max. Storage = 78,103 cuft Storage Indication method used. Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 BMP Routing Hyd. No. 4 -- 2 Year Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 4 — Hyd No. 3 Total storage used = 78,103 cult 17 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 5 Post Development -Total Hydrograph type = Combine Peak discharge = 80.91 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 261,604 cuft Inflow hyds. = 2, 4 Contrib. drain. area = 14.200 ac Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 Post Development -Total Hyd. No. 5 -- 2 Year Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 5 — Hyd No. 2 Hyd No. 4 18 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 6 Analysis Point B Post -Development Hydrograph type = SCS Runoff Peak discharge = 22.22 cfs Storm frequency = 2 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 48,130 cuft Drainage area = 4.630 ac Curve number = 93* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.83 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(0.870 x 74) + (3.760 x 98)] / 4.630 Analysis Point B Post -Development Q (cfs) Hyd. No. 6 -- 2 Year Q (cfs) 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 — Hyd No. 6 Time (min) 19 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 7 Wet Pond 2 Hydrograph type = Reservoir Peak discharge = 4.367 cfs Storm frequency = 2 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 46,368 cuft Inflow hyd. No. = 6 - Analysis Point B Post-Develdp3nOibvation = 1213.29 ft Reservoir name = Wet Pond B Max. Storage = 25,786 cuft Storage Indication method used. Q (cfs) 24.00 16.00 12.00 Um 4.00 0.00 0 480 — Hyd No. 7 Wet Pond 2 Hyd. No. 7 -- 2 Year Q (cfs) 24.00 20.00 16.00 12.00 4.00 0.00 1440 1920 2400 2880 3360 3840 4320 4800 Time (min) Hyd No. 6 ® Total storage used = 25,786 cult 20 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 8 MOV Pre Development Hydrograph type = SCS Runoff Peak discharge = 62.28 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 195,395 cuft Drainage area = 28.300 ac Curve number = 80* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 19.30 min Total precip. = 3.83 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(27.350 x 79) + (0.950 x 98)] / 28.300 Q (cfs) 70.00 50.00 40.00 30.00 10.00 MOV Pre Development Hyd. No. 8 -- 2 Year Q (cfs) 70.00 *1 01 50.00 40.00 30.00 20.00 10.00 0.00 '1 1 1 -•--- ' ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 8 Time (min) Hydrograph Report 21 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Hyd. No. 9 MOV Bypass Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 26.150 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 3.83 in Distribution Storm duration = 24 hrs Shape factor Composite (Area/CN) = [(25.410 x 79) + (0.740 x 98)] / 26.150 Q (cfs) 60.00 50.00 40.00 30.00 10.00 MOV Bypass Hyd. No. 9 -- 2 Year 0 120 240 360 480 600 720 — Hyd No. 9 840 Wednesday, 07 / 14 / 2021 = 57.55 cfs = 724 min = 180,550 cuft = 80* = 0 ft = 19.30 min = Type II = 484 Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 0.00 960 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 22 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 10 MOV COMBINED Hydrograph type = Combine Peak discharge = 61.91 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 226,918 cuft Inflow hyds. = 7, 9 Contrib. drain. area = 26.150 ac Q (cfs) 70.00 50.00 40.00 30.00 10.00 MOV COMBINED Hyd. No. 10 -- 2 Year Q (cfs) 70.00 *1 01 50.00 40.00 30.00 20.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 10 Hyd No. 7 Hyd No. 9 23 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 1 Pre Development Hydrograph type = SCS Runoff Peak discharge = 171.35 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 358,388 cuft Drainage area = 26.380 ac Curve number = 85* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.67 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(8.300 x 98) + (18.080 x 79)] / 26.380 Q (cfs) 180.00 160.00 140.00 120.00 100.00 80.00 60.00 40.00 1 1 1 •1 :1 •11 1 1 •.1 1:1 11 1 Q (cfs) 180.00 160.00 140.00 120.00 100.00 80.00 60.00 40.00 24 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 2 Post Development -Bypass Hydrograph type = SCS Runoff Peak discharge = 82.30 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 168,404 cuft Drainage area = 14.200 ac Curve number = 80* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.67 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(3.840 x 98) + (10.360 x 74)] / 14.200 Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 1 1 �1 •1 �:1 •11 1 :�1 •.1 1:1 11 1 Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 25 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 3 Post Development-BMP Hydrograph type = SCS Runoff Peak discharge = 125.26 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 276,630 cuft Drainage area = 17.130 ac Curve number = 92* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.67 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(13.090 x 98) + (4.040 x 74)] / 17.130 Post Development-BMP Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs) 140.00 140.00 120.00 120.00 100.00 100.00 80.00 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 — Hyd No. 3 Time (min) 26 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 4 BMP Routing Hydrograph type = Reservoir Peak discharge = 42.85 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 274,122 cuft Inflow hyd. No. = 3 - Post Development-BMP Max. Elevation = 1205.10 ft Reservoir name = Wet Pond Max. Storage = 116,964 cuft Storage Indication method used. Q (cfs) 140.00 120.00 100.00 40.00 BMP Routing Hyd. No. 4 -- 10 Year Q (cfs) 140.00 120.00 100.00 *1 01 40.00 20.00 0.00 ' 1- ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 4 — Hyd No. 3 Total storage used = 116,964 cult Hydrograph Report 27 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 5 Post Development -Total Hydrograph type = Combine Peak discharge = 123.31 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 442,526 cuft Inflow hyds. = 2, 4 Contrib. drain. area = 14.200 ac Q (cfs) 140.00 120.00 100.00 40.00 Post Development -Total Hyd. No. 5 -- 10 Year 0.00 ' 1 1 1' 0 120 240 360 480 600 720 — Hyd No. 5 — Hyd No. 2 Q (cfs) 140.00 120.00 100.00 *1 01 40.00 20.00 0.00 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 4 28 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 6 Analysis Point B Post -Development Hydrograph type = SCS Runoff Peak discharge = 34.28 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 76,531 cuft Drainage area = 4.630 ac Curve number = 93* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.67 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(0.870 x 74) + (3.760 x 98)] / 4.630 Analysis Point B Post -Development Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs) 35.00 35.00 30.00 30.00 25.00 25.00 20.00 20.00 15.00 15.00 10.00 10.00 5.00 5.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 — Hyd No. 6 Time (min) 29 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 7 Wet Pond 2 Hydrograph type = Reservoir Peak discharge = 6.876 cfs Storm frequency = 10 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 74,738 cuft Inflow hyd. No. = 6 - Analysis Point B Post-Develdp3nOibvation = 1214.48 ft Reservoir name = Wet Pond B Max. Storage = 39,928 cuft Storage Indication method used. Wet Pond 2 Hydrograph Report 30 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 8 MOV Pre Development Hydrograph type = SCS Runoff Peak discharge = 114.30 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 357,996 cuft Drainage area = 28.300 ac Curve number = 80* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 19.30 min Total precip. = 5.67 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(27.350 x 79) + (0.950 x 98)] / 28.300 MOV Pre Development Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs) 120.00 120.00 100.00 100.00 80.00 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 8 Time (min) Hydrograph Report 31 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 9 MOV Bypass Hydrograph type = SCS Runoff Peak discharge = 105.62 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 330,799 cuft Drainage area = 26.150 ac Curve number = 80* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.30 min Total precip. = 5.67 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(25.410 x 79) + (0.740 x 98)] / 26.150 MOV Bypass Q (cfs) Hyd. No. 9 -- 10 Year Q (cfs) 120.00 120.00 100.00 100.00 80.00 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 9 Time (min) Hydrograph Report 32 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 10 MOV COMBINED Hydrograph type = Combine Peak discharge = 112.49 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 405,537 cuft Inflow hyds. = 7, 9 Contrib. drain. area = 26.150 ac Q (cfs) 120.00 100.00 40.00 rIt ee Q (cfs) 120.00 100.00 40.00 20.00 rIraa 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 9 33 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 1 Pre Development Hydrograph type = SCS Runoff Peak discharge = 283.62 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 612,484 cuft Drainage area = 26.380 ac Curve number = 85* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 8.63 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(8.300 x 98) + (18.080 x 79)] / 26.380 Q (cfs) 320.00 280.00 240.00 200.00 160.00 120.00 Pre Development Hyd. No. 1 -- 100 Year Q (cfs) 320.00 280.00 240.00 200.00 160.00 120.00 40.00 0.00 ' 1 1 ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 — Hyd No. 1 Time (min) 34 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 2 Post Development -Bypass Hydrograph type = SCS Runoff Peak discharge = 142.92 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 300,479 cuft Drainage area = 14.200 ac Curve number = 80* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 8.63 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(3.840 x 98) + (10.360 x 74)] / 14.200 Q (cfs) 160.00 140.00 120.00 100.00 40.00 Q (cfs) 160.00 140.00 120.00 100.00 40.00 20.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 — Hyd No. 2 Time (min) 35 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 3 Post Development-BMP Hydrograph type = SCS Runoff Peak discharge = 196.39 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 446,987 cuft Drainage area = 17.130 ac Curve number = 92* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 8.63 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(13.090 x 98) + (4.040 x 74)] / 17.130 Post Development-BMP Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs) 210.00 210.00 180.00 180.00 150.00 150.00 120.00 120.00 90.00 90.00 60.00 60.00 30.00 30.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 — Hyd No. 3 Time (min) 36 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 4 BMP Routing Hydrograph type = Reservoir Peak discharge = 47.56 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 444,463 cuft Inflow hyd. No. = 3 - Post Development-BMP Max. Elevation = 1206.60 ft Reservoir name = Wet Pond Max. Storage = 177,689 cuft Storage Indication method used. Q (cfs) 210.00 180.00 150.00 120.00 30.00 BMP Routing Hyd. No. 4 -- 100 Year Q (cfs) 210.00 180.00 150.00 120.00 30.00 0.00 ' 1-1 1 1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 4 — Hyd No. 3 Total storage used = 177,689 cult Hydrograph Report 37 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 5 Post Development -Total Hydrograph type = Combine Peak discharge = 186.95 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 744,941 cuft Inflow hyds. = 2, 4 Contrib. drain. area = 14.200 ac Q (cfs) 210.00 180.00 150.00 120.00 •• •• 30.00 Q (cfs) 210.00 180.00 150.00 120.00 •• •• 30.00 rraa 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 4 38 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 6 Analysis Point B Post -Development Hydrograph type = SCS Runoff Peak discharge = 53.42 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 122,714 cuft Drainage area = 4.630 ac Curve number = 93* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 8.63 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(0.870 x 74) + (3.760 x 98)] / 4.630 Analysis Point B Post -Development Q (cfs) Hyd. No. 6 -- 100 Year Q (cfs) 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 — Hyd No. 6 Time (min) Hydrograph Report 39 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 7 Wet Pond 2 Hydrograph type = Reservoir Peak discharge = 32.44 cfs Storm frequency = 100 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 120,888 cuft Inflow hyd. No. = 6 - Analysis Point B Post-Develdp3nOibvation = 1215.28 ft Reservoir name = Wet Pond B Max. Storage = 50,197 cuft Storage Indication method used Wet Pond 2 Q (cfs) Hyd. No. 7 -- 100 Year Q (cfs) 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 7 — Hyd No. 6 Total storage used = 50,197 cult 40 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 8 MOV Pre Development Hydrograph type = SCS Runoff Peak discharge = 200.77 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 638,765 cuft Drainage area = 28.300 ac Curve number = 80* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 19.30 min Total precip. = 8.63 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(27.350 x 79) + (0.950 x 98)] / 28.300 Q (cfs) 210.00 180.00 150.00 120.00 •• •• 30.00 Q (cfs) 210.00 180.00 150.00 120.00 •• •• 30.00 0.00 1 1 1 Ink 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 8 Time (min) 41 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 9 MOV Bypass Hydrograph type = SCS Runoff Peak discharge = 185.52 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 590,237 cuft Drainage area = 26.150 ac Curve number = 80* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.30 min Total precip. = 8.63 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(25.410 x 79) + (0.740 x 98)] / 26.150 Q (cfs) 210.00 180.00 150.00 120.00 •• •• 30.00 Q (cfs) 210.00 180.00 150.00 120.00 •• •• 30.00 0.00 1 1 1 1 1 1 1 1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 9 Time (min) Hydrograph Report 42 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Hyd. No. 10 MOV COMBINED Hydrograph type = Combine Peak discharge = 215.84 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 711,125 cuft Inflow hyds. = 7, 9 Contrib. drain. area = 26.150 ac Q (cfs) 240.00 210.00 180.00 150.00 120.00 30.00 Q (cfs) 240.00 210.00 180.00 150.00 120.00 30.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 10 Hyd No. 7 Hyd No. 9 43 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodeskg Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Return Period Intensity -Duration -Frequency Equation Coefficients (FHA) (Yrs) B D E (NIA) 1 52.0631 11.7000 0.8619 -------- 2 66.4941 12.6000 0.8713 -------- 3 0.0000 0.0000 0.0000 -------- 5 0.0000 0.0000 0.0000 -------- 10 71.9699 12.4000 0.8031 -------- 25 66.3798 11.3000 0.7470 -------- 50 59.6913 10.1000 0.6967 -------- 100 55.6813 9.2000 0.6564 -------- File name: Morganton.IDF Intensity = B / (Tc + D)^E Return Period Intensity Values (in/hr) (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 4.60 3.67 3.07 2.65 2.33 2.09 1.90 1.74 1.60 1.49 1.39 1.31 2 5.47 4.40 3.69 3.19 2.82 2.53 2.30 2.11 1.95 1.81 1.69 1.59 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 7.26 5.93 5.04 4.41 3.93 3.55 3.25 2.99 2.78 2.60 2.45 2.31 25 8.25 6.76 5.77 5.07 4.54 4.12 3.78 3.50 3.27 3.07 2.89 2.74 50 9.01 7.38 6.32 5.57 5.00 4.56 4.20 3.90 3.65 3.44 3.25 3.09 100 9.76 8.00 6.88 6.08 5.48 5.01 4.63 4.32 4.05 3.82 3.62 3.45 Tc = time in minutes. Values may exceed 60. Precip. file name: R:\333\39004-NCNG MORGANTON RRC\Calcs\Stormwater\Morganton.pcp Storm Rainfall Precipitation Table (in) Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 3.15 3.83 0.00 4.43 5.67 6.79 7.70 8.63 SCS 6-Hr 2.06 2.48 0.00 3.11 3.60 4.35 4.98 5.66 Huff-1 st 0.00 0.00 0.00 2.75 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 0.00 0.00 0.00 2.80 0.00 0.00 0.00 0.00 Hydraflow Table of Contents Pre -post calcs MOV Expansion-GWF.gpw Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021 Watershed Model Schematic...................................................................................... 1 Hydrograph Return Period Recap............................................................................. 2 1 -Year HydrographReports................................................................................................................... 3 Hydrograph No. 1, SCS Runoff, Pre Development.................................................................. 3 Hydrograph No. 2, SCS Runoff, Post Development -Bypass .................................................... 4 Hydrograph No. 3, SCS Runoff, Post Development-BMP........................................................ 5 Hydrograph No. 4, Reservoir, BMP Routing............................................................................. 6 Hydrograph No. 5, Combine, Post Development-Total............................................................ 7 Hydrograph No. 6, SCS Runoff, Analysis Point B Post -Development ...................................... 8 Hydrograph No. 7, Reservoir, Wet Pond 2............................................................................... 9 Hydrograph No. 8, SCS Runoff, MOV Pre Development....................................................... 10 Hydrograph No. 9, SCS Runoff, MOV Bypass....................................................................... 11 Hydrograph No. 10, Combine, MOV COMBINED.................................................................. 12 2 - Year HydrographReports................................................................................................................. 13 Hydrograph No. 1, SCS Runoff, Pre Development................................................................ 13 Hydrograph No. 2, SCS Runoff, Post Development -Bypass .................................................. 14 Hydrograph No. 3, SCS Runoff, Post Development-BMP...................................................... 15 Hydrograph No. 4, Reservoir, BMP Routing........................................................................... 16 Hydrograph No. 5, Combine, Post Development-Total.......................................................... 17 Hydrograph No. 6, SCS Runoff, Analysis Point B Post -Development .................................... 18 Hydrograph No. 7, Reservoir, Wet Pond 2............................................................................. 19 Hydrograph No. 8, SCS Runoff, MOV Pre Development....................................................... 20 Hydrograph No. 9, SCS Runoff, MOV Bypass....................................................................... 21 Hydrograph No. 10, Combine, MOV COMBINED.................................................................. 22 10 -Year HydrographReports................................................................................................................. 23 Hydrograph No. 1, SCS Runoff, Pre Development................................................................ 23 Hydrograph No. 2, SCS Runoff, Post Development -Bypass .................................................. 24 Hydrograph No. 3, SCS Runoff, Post Development-BMP...................................................... 25 Hydrograph No. 4, Reservoir, BMP Routing........................................................................... 26 Hydrograph No. 5, Combine, Post Development-Total.......................................................... 27 Hydrograph No. 6, SCS Runoff, Analysis Point B Post -Development .................................... 28 Hydrograph No. 7, Reservoir, Wet Pond 2............................................................................. 29 Hydrograph No. 8, SCS Runoff, MOV Pre Development....................................................... 30 Hydrograph No. 9, SCS Runoff, MOV Bypass....................................................................... 31 Hydrograph No. 10, Combine, MOV COMBINED.................................................................. 32 100 - Year HydrographReports................................................................................................................. 33 Hydrograph No. 1, SCS Runoff, Pre Development................................................................ 33 Hydrograph No. 2, SCS Runoff, Post Development -Bypass .................................................. 34 Hydrograph No. 3, SCS Runoff, Post Development-BMP...................................................... 35 Contents continued... Pre -post calcs MOV Expansion-GWF.gpw Hydrograph No. 4, Reservoir, BMP Routing........................................................................... 36 Hydrograph No. 5, Combine, Post Development-Total.......................................................... 37 Hydrograph No. 6, SCS Runoff, Analysis Point B Post -Development .................................... 38 Hydrograph No. 7, Reservoir, Wet Pond 2............................................................................. 39 Hydrograph No. 8, SCS Runoff, MOV Pre Development....................................................... 40 Hydrograph No. 9, SCS Runoff, MOV Bypass....................................................................... 41 Hydrograph No. 10, Combine, MOV COMBINED.................................................................. 42 OFReport.................................................................................................................. 43 Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan 4 3 2 6 5 1 Outfall Project File: D&E.stm Number of lines: 6 Date: 7/14/2021 Storm Sewers v2019.20 Storm Sewer Inventory Report Page 1 Line Alignment Flow Data Physical Data Line ID No. Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/ Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El No. (ft) (deg) (cfs) (ac) (C) (min) (ft) M (ft) (in) (n) (K) (ft) 1 End 68.274 -123.30 DrGrt 0.00 0.96 0.95 5.0 1206.50 1.05 1207.22 24 Cir 0.013 1.50 1224.00 D2-D1 2 1 191.420 -4.843 DrGrt 0.00 0.14 0.95 5.0 1207.32 1.00 1209.23 24 Cir 0.013 0.50 1227.26 D3-D2 3 2 336.130 0.001 DrGrt 0.00 0.20 0.95 5.0 1209.33 1.00 1212.70 24 Cir 0.013 0.50 1224.58 D4-D3 4 3 209.103 0.000 DrGrt 0.00 1.58 0.95 5.0 1213.20 1.00 1215.30 18 Cir 0.013 1.00 1220.53 D5-D4 5 1 50.585 88.259 DrGrt 0.00 0.22 0.57 5.0 1207.97 5.00 1210.50 15 Cir 0.013 1.00 1223.00 E2-D2 6 1 204.820 -49.546 DrGrt 2.30 0.24 0.95 5.0 1207.97 6.00 1220.25 15 Cir 0.013 1.00 1226.74 El-D2 Project File: D&E.stm Number of lines: 6 Date: 7/14/2021 Storm Sewers v2019.20 Structure Report Page 1 Struct Structure ID Junction Rim Structure Line Out Line In No. Type Elev Shape Length Width Size Shape Invert Size Shape Invert (ft) (ft) (ft) (in) (ft) (in) (ft) 1 D2 DropGrate 1224.00 Rect 2.00 2.00 24 Cir 1207.22 24 Cir 1207.32 15 Cir 1207.97 15 Cir 1207.97 2 D3 DropGrate 1227.26 Rect 2.00 2.00 24 Cir 1209.23 24 Cir 1209.33 3 D4 DropGrate 1224.58 Rect 2.00 2.00 24 Cir 1212.70 18 Cir 1213.20 4 D5 DropGrate 1220.53 Rect 2.00 2.00 18 Cir 1215.30 5 E2 DropGrate 1223.00 Rect 2.00 2.00 15 Cir 1210.50 6 E1 DropGrate 1226.74 Rect 2.00 2.00 15 Cir 1220.25 Project File: D&E.stm Number of Structures: 6 Run Date: 7/14/2021 Storm Sewers v2019.20 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type (cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No. 1 D2-D1 22.08 24 Cir 68.274 1206.50 1207.22 1.055 1208.10 1208.90 1.44 1208.90 End DropGrate 2 D3-D2 12.09 24 Cir 191.420 1207.32 1209.23 0.998 1208.90 1210.48 n/a 1210.48 j 1 DropGrate 3 D4-D3 11.96 24 Cir 336.130 1209.33 1212.70 1.003 1210.48 1213.94 n/a 1213.94 2 DropGrate 4 D5-D4 10.90 18 Cir 209.103 1213.20 1215.30 1.004 1214.48 1216.58 0.71 1217.30 3 DropGrate 5 E2-D2 0.91 15 Cir 50.585 1207.97 1210.50 5.000 1208.90 1210.87 n/a 1210.87 j 1 DropGrate 6 E1-D2 3.95 15 Cir 204.820 1207.97 1220.25 5.996 1208.90 1221.05 n/a 1221.05j 1 DropGrate Project File. D&E.stm Number of lines: 6 Run Date: 7/14/2021 NOTES: Return period = 10 Yrs. ; j - Line contains hyd. jump. Storm Sewers v2019.20 Inlet Report Page 1 Line Inlet ID Q = Q Q Q June Curb Inlet Grate Inlet Gutter Inlet Byp No CIA carry capt Byp Type Line Ht L Area L W So W SW Sx n Depth Spread Depth Spread Depr No (cfs) (cfs) (cfs) (cfs) (in) (ft) (sgft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in) 1 D2 6.62 0.00 6.62 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.17 0.020 0.020 0.013 0.42 44.53 0.42 44.53 0.0 Off 2 D3 0.97 0.00 0.97 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.17 0.020 0.020 0.013 0.12 13.90 0.12 13.90 0.0 Off 3 D4 1.38 0.00 1.38 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.17 0.020 0.020 0.013 0.15 17.05 0.15 17.05 0.0 Off 4 D5 10.90 0.00 10.90 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.17 0.020 0.020 0.013 0.59 61.22 0.59 61.22 0.0 Off 5 E2 0.91 0.00 0.91 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.17 0.020 0.020 0.013 0.11 13.45 0.11 13.45 0.0 Off 6 E1 3.95* 0.00 3.95 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.17 0.020 0.020 0.013 0.30 32.19 0.30 32.19 0.0 Off Project File: D&E.stm TNumber of lines: 6 Run Date: 7/14/2021 NOTES: Inlet N-Values = 0.016; Intensity = 71.97 / (Inlet time + 12.40) ^ 0.80; Return period = 10 Yrs. ; * Indicates Known Q added. All curb inlets are throat. Storm Sewers v2019.20 Hydraulic Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24) 1 24 22.08 1206.50 1208.10 1.60 2.69 8.20 0.96 1209.06 0.000 68.274 1207.22 1208.90 1.68** 2.81 7.85 0.96 1209.86 0.000 0.000 n/a 1.50 1.44 2 24 12.09 1207.32 1208.90 1.58 2.06 4.55 0.53 1209.43 0.000 191.42 1209.23 1210.48 j 1.25** 2.06 5.86 0.53 1211.01 0.000 0.000 n/a 0.50 0.27 3 24 11.96 1209.33 1210.48 1.15 1.87 6.41 0.53 1211.01 0.000 336.13 1212.70 1213.94 1.24** 2.05 5.84 0.53 1214.47 0.000 0.000 n/a 0.50 n/a 4 18 10.90 1213.20 1214.48 1.28* 1.61 6.77 0.71 1215.20 1.004 209.10 1215.30 1216.58 1.28 1.61 6.77 0.71 1217.30 1.005 1.005 2.100 1.00 0.71 5 15 0.91 1207.97 1208.90 0.93 0.31 0.93 0.14 1209.03 0.000 50.585 1210.50 1210.87 j 0.37** 0.31 2.95 0.14 1211.01 0.000 0.000 n/a 1.00 0.14 6 15 3.95 1207.97 1208.90 0.93 0.83 4.05 0.35 1209.25 0.000 204.82 1220.25 1221.05 j 0.80** 0.83 4.74 0.35 1221.40 0.000 0.000 n/a 1.00 n/a Project File. D&E.stm Number of lines: 6 Run Date: 7/14/2021 Notes: * depth assumed; ** Critical depth.; j-Line contains hyd. jump c = cir e = ellip b = box Storm Sewers v2019.20 Hydraflow HGL Computation Procedure Page 1 General Procedure: Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction. In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile is then computed using the same procedure in a downstream direction using momentum principles. Col. 1 The line number being computed. Calculations begin at Line 1 and proceed upstream. Col. 2 The line size. In the case of non -circular pipes, the line rise is printed above the span. Col. 3 Total flow rate in the line. Col. 4 The elevation of the downstream invert. Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line. Col. 6 The downstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 7 Cross -sectional area of the flow at the downstream end. Col. 8 The velocity of the flow at the downstream end, (Col. 3 / Col. 7). Col. 9 Velocity head (Velocity squared / 2g). Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9). Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation). Col. 12 The line length. Col. 13 The elevation of the upstream invert. Col. 14 Elevation of the hydraulic grade line at the upstream end. Col. 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 16 Cross -sectional area of the flow at the upstream end. Col. 17 The velocity of the flow at the upstream end, (Col. 3 / Col. 16). Col. 18 Velocity head (Velocity squared / 2g). Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) . Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation). Col. 21 The average of the downstream and upstream friction slopes. Col. 22 Energy loss. Average Sf/100 x Line Length (Col. 211100 x Col. 12). Equals (EGL upstream - EGL downstream) +/- tolerance. Col. 23 The junction loss coefficient (K). Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s). Rip Rap Calcs- PH2 7/14/2021 Page 6 of 15 Rip Rap Calcs- PH2 7/14/2021 Page 7 of 15 Rip Rap Calcs- PH2 7/14/2021 Page 8 of 15 Rip Rap Calcs- PH2 7/14/2021 Page 9 of 15 Rip Rap Calcs- PH2 7/14/2021 Page 10 of 15