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HomeMy WebLinkAboutWPO201900024 Calculations 2019-04-22 Stormwater Calculations Hillcrest Vineyard and Winery WPO 201900005 8585 Dick Woods Road Afton, VA 22920 ,;�� 1 I t, SE'1 H ( R DER1CK IA . No. 041454 w (3,, 04/19/2019 W ts . ~ APPROVED �s i o N L � by t'�� CommunityDev name County Date 6�' e t Department File by 0 i N ed 2 ?4oiiteverde gii ('ring ti Design studio 128 W Bruce Street Harrisonburg,Virginia 22802 (540) 228-020 1 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 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) (cult) (ft) (tuft) 1 SCS Runoff 0.827 1 719 2,318 --- Ex Cond 2 SCS Runoff 4.028 1 718 8,088 --- Post Dev 3 Reservoir 0.190 1 803 8,079 2 792.70 4,016 Dry Det Pond Hillcrest Vineyard Grape Proc Fac.gpw Return Period: 1 Year Friday, 04/ 19/2019 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,04/19/2019 Hyd. No. 1 Ex Cond Hydrograph type = SCS Runoff Peak discharge = 0.827 cfs Storm frequency = 1 yrs Time to peak = 11.98 hrs Time interval = 1 min Hyd. volume = 2,318 cuft Drainage area = 1.750 ac Curve number = 61 Basin Slope = 13.0 % Hydraulic length = 310 ft Tc method = LAG Time of conc. (Tc) = 5.80 min Total precip. = 2.97 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Ex Cond Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs) 1.00 1.00 0.90 0.90 0.80 - - 0.80 0.70 0.70 0.60 — 0.60 0.50 0.50 0.40 0.40 0.30 I 0.30 0.20 I 0.20 0.10 0.10 0.00 - - L - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 1 Time(hrs) 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Friday,04/19/2019 Hyd. No. 2 Post Dev Hydrograph type = SCS Runoff Peak discharge = 4.028 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 1 min Hyd. volume = 8,088 cuft Drainage area = 1.760 ac Curve number = 80* Basin Slope = 8.5 % Hydraulic length = 480 ft Tc method = LAG Time of conc. (Tc) = 6.00 min Total precip. = 2.97 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(1.000 x 98)+(0.750 x 58)]/1.760 Post Dev Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs) 5.00 - 5.00 4.00 { 4.00 3.00 3.00 2.00 2.00 1.00 1.00 ..._ . 0.00 — _ 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 2 Time(hrs) 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Friday,04/19/2019 Hyd. No. 3 Dry Det Pond Hydrograph type = Reservoir Peak discharge = 0.190 cfs Storm frequency = 1 yrs Time to peak = 13.38 hrs Time interval = 1 min Hyd. volume = 8,079 cuft Inflow hyd. No. = 2 - Post Dev Max. Elevation = 792.70 ft Reservoir name = 4:1 pond Max. Storage = 4,016 cuft Storage Indication method used. Dry Det Pond Q (cfs) Hyd. No. 3-- 1 Year Q (cfs) 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 j16.,.... 0.00 — 0.00 0 3 6 9 12 15 18 21 24 27 30 33 Time(hrs) Hyd No. 3 Hyd No. 2 11 1 1 1 1 1 1 Total storage used =4,016 cuft Pond Report s Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Friday,04/19/2019 Pond No. 2- 4:1 pond Pond Data Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=790.50 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 790.50 321 0 0 0.50 791.00 1,435 406 406 1.50 792.00 2,198 1,803 2,209 2.50 793.00 2,965 2,572 4,780 3.50 794.00 4,725 3,811 8,591 4.50 795.00 7,025 5,837 14,427 5.50 796.00 01 2,370 16,797 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 18.00 2.25 6.00 0.00 Crest Len(ft) = 12.00 0.00 0.00 0.00 Span(in) = 18.00 2.25 6.00 0.00 Crest El.(ft) = 794.00 0.00 0.00 0.00 No.Barrels = 1 1 6 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 790.50 790.50 792.75 0.00 Weir Type = 1 - -- - Length(ft) = 95.50 0.00 0.00 0.00 Multi-Stage = Yes No No No Slope(%) = 1.00 0.00 0.00 n/a N-Value = .008 .008 .008 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour) Multi-Stage = n/a Yes Yes No 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(ft) Stage/Discharge Elev(ft) 6.00 - - 796.50 5.00 -- - 795.50 4.00 794.50 3.00 793.50 2.00 - 792.50 1.00 - 791.50 0.00 1 790.50 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 Total Q Discharge(cfs) 6 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 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 1.726 1 719 4,020 --- Ex Cond 2 SCS Runoff 5.586 1 718 11,254 ----- -- --- Post Dev 3 Reservoir 1.105 1 727 11,245 2 792.99 4,744 Dry Det Pond Hillcrest Vineyard Grape Proc Fac.gpw Return Period: 2 Year Friday, 04/ 19/2019 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,04/19/2019 Hyd. No. 1 Ex Cond Hydrograph type = SCS Runoff Peak discharge = 1.726 cfs Storm frequency = 2 yrs Time to peak = 11.98 hrs Time interval = 1 min Hyd. volume = 4,020 cuft Drainage area = 1 .750 ac Curve number = 61 Basin Slope = 13.0 % Hydraulic length = 310 ft Tc method = LAG Time of conc. (Tc) = 5.80 min Total precip. = 3.59 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Ex Cond 0 (cfs) Hyd. No. 1 --2 Year Q (cfs) 2.00 - 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 1 Time(hrs) 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Friday,04/19/2019 Hyd. No. 2 Post Dev Hydrograph type = SCS Runoff Peak discharge = 5.586 cfs Storm frequency = 2 yrs Time to peak = 11.97 hrs Time interval = 1 min Hyd. volume = 11,254 cuft Drainage area = 1.760 ac Curve number = 80* Basin Slope = 8.5 % Hydraulic length = 480 ft Tc method = LAG Time of conc. (Tc) = 6.00 min Total precip. = 3.59 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(1.000 x 98)+(0.750 x 58)]/1.760 Post Dev Q (cfs) Hyd. No. 2--2 Year Q (cfs) 6.00 I 6.00 5.00 5.00 4.00 • 4.00 3.00 3.00 2.00 2.00 1.00 - 1.00 0.00 ' - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 2 Time(hrs) 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Friday,04/19/2019 Hyd. No. 3 Dry Det Pond Hydrograph type = Reservoir Peak discharge = 1.105 cfs Storm frequency = 2 yrs Time to peak = 12.12 hrs Time interval = 1 min Hyd. volume = 11,245 cuft Inflow hyd. No. = 2 - Post Dev Max. Elevation = 792.99 ft Reservoir name = 4:1 pond Max. Storage = 4,744 cuft Storage Indication method used. Dry Det Pond Q (cfs) Hyd. No. 3--2 Year Q (cfs) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 . - 2.00 1.00 1.00 loam 0.00 - — - 0.00 0 3 6 9 12 15 18 21 24 27 30 Time(hrs) Hyd No. 3 Hyd No. 2 II 1 1 1 1 1 II Total storage used = 4,744 cuft 10 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 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 5.142 1 718 10,500 --- Ex Cond 2 SCS Runoff 10.33 1 717 21,260 -- ----- Post Dev 3 Reservoir 5.016 1 723 21,251 2 793.72 7,538 Dry Det Pond Hillcrest Vineyard Grape Proc Fac.gpw Return Period: 10 Year Friday, 04/19/2019 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,04/19/2019 Hyd. No. 1 Ex Cond Hydrograph type = SCS Runoff Peak discharge = 5.142 cfs Storm frequency = 10 yrs Time to peak = 11.97 hrs Time interval = 1 min Hyd. volume = 10,500 cuft Drainage area = 1.750 ac Curve number = 61 Basin Slope = 13.0 % Hydraulic length = 310 ft Tc method = LAG Time of conc. (Tc) = 5.80 min Total precip. = 5.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Ex Cond Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 - 3.00 2.00 — 2.00 1.00 - 1.00 0.00 .1 ' ` - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 1 Time(hrs) 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Friday,04/19/2019 Hyd. No. 2 Post Dev Hydrograph type = SCS Runoff Peak discharge = 10.33 cfs Storm frequency = 10 yrs Time to peak = 11.95 hrs Time interval = 1 min Hyd. volume = 21,260 cuft Drainage area = 1.760 ac Curve number = 80* Basin Slope = 8.5 % Hydraulic length = 480 ft Tc method = LAG Time of conc. (Tc) = 6.00 min Total precip. = 5.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(1.000 x 98)+(0.750 x 58)]/1.760 Post Dev Q (cfs) Hyd. No. 2-- 10 Year Q (cfs) 12.00 12.00 10.00 10.00 8.00 _ 8.00 6.00 6.00 4.00 4.00 2.00 ..7 .-'."." 2.00 0.00 — 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 Time(hrs) Hyd No. 2 13 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Friday,04/19/2019 Hyd. No. 3 Dry Det Pond Hydrograph type = Reservoir Peak discharge = 5.016 cfs Storm frequency = 10 yrs Time to peak = 12.05 hrs Time interval = 1 min Hyd. volume = 21,251 cuft Inflow hyd. No. = 2 - Post Dev Max. Elevation = 793.72 ft Reservoir name = 4:1 pond Max. Storage = 7,538 cuft Storage Indication method used. Dry Det Pond Q (cfs) Hyd. No. 3-- 10 Year Q (cfs) 12.00 - 12.00 10.00 10.00 8.00 8.00 6.00 - 6.00 4.00 - 4.00 2.00 2.00 0.00 - - 0.00 0 3 6 9 12 15 18 21 24 27 30 Time(hrs) Hyd No. 3 Hyd No. 2 III I I I U Total storage used =7,538 cuft 14 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 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 12.96 1 718 26,066 ---- --- --- Ex Cond 2 SCS Runoff 19.46 1 717 41,340 ----- -- --- Post Dev 3 Reservoir 14.44 1 721 41,331 2 794.46 11,278 Dry Det Pond Hillcrest Vineyard Grape Proc Fac.gpw Return Period: 100 Year Friday, 04/ 19/2019 15 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Friday,04/19/2019 Hyd. No. 1 Ex Cond Hydrograph type = SCS Runoff Peak discharge = 12.96 cfs Storm frequency = 100 yrs Time to peak = 11.97 hrs Time interval = 1 min Hyd. volume = 26,066 cuft Drainage area = 1.750 ac Curve number = 61 Basin Slope = 13.0 % Hydraulic length = 310 ft Tc method = LAG Time of conc. (Tc) = 5.80 min Total precip. = 8.69 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Ex Cond Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs) 14.00 14.00 I 12.00 - - 12.00 10.00 . 10.00 8.00 1 • • 8.00 6.00 - - 6.00 4.00 4.00 2.00 2.00 0.00 -'� ' - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 1 16 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Friday,04/19/2019 Hyd. No. 2 Post Dev Hydrograph type = SCS Runoff Peak discharge = 19.46 cfs Storm frequency = 100 yrs Time to peak = 11.95 hrs Time interval = 1 min Hyd. volume = 41,340 cuft Drainage area = 1.760 ac Curve number = 80* Basin Slope = 8.5 % Hydraulic length = 480 ft Tc method = LAG Time of conc. (Tc) = 6.00 min Total precip. = 8.69 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(1.000 x 98)+(0.750 x 58)]/1.760 Post Dev Q (cfs) Hyd. No. 2-- 100 Year Q (cfs) 21.00 21.00 18.00 18.00 15.00 15.00 12.00 - 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 - 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Hyd No. 2 Time(hrs) 17 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Friday,04/19/2019 Hyd. No. 3 Dry Det Pond Hydrograph type = Reservoir Peak discharge = 14.44 cfs Storm frequency = 100 yrs Time to peak = 12.02 hrs Time interval = 1 min Hyd. volume = 41,331 cuft Inflow hyd. No. = 2 - Post Dev Max. Elevation = 794.46 ft Reservoir name = 4:1 pond Max. Storage = 11,278 cuft Storage Indication method used. Dry Det Pond Q (cfs) Hyd. No. 3-- 100 Year Q (cfs) 21.00 - — 21.00 18.00 18.00 15.00 - 15.00 12.00 12.00 9.00 9.00 6.00 - 6.00 3.00 3.00 0.00 0.00 0 3 6 9 12 15 18 21 24 27 30 Time(hrs) Hyd No. 3 Hyd No. 2 11 1 1 1 1 1 0 Total storage used = 11,278 cuft 3/13/2019 Precipitation Frequency Data Server NOAA Atlas 14,Volume 2,Version 3 Location name:Afton,Virginia,USA* i Latitude:38.0133°,Longitude:-78.8076° norm I e1 Elevation:846.8 ft*" *nines yd 'source:ESRI Maps +,,��• source:USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley NOAA,National Weather Service,Silver Spring,Maryland PF tabular I PF graphical'Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90%confidence intervals (in inches)1 • • Duration Average recurrence interval(years) 2 ( 5 II 10 I 25 50 I 100 200 500 1000 5-min 0.322 0.385 0.456 0.516 0.584 0.636 0.686 0.733 0.789 0.834 (0.292-0.357) (0.349-0.425) (0.413-0.503)1(0.465-0.569) (0.524-0.643) (0.567-0.700) (0.608-0.756)j(0.643-0.810) (0.684-0.876) (0.716-0.931) 10-min 0.515 0.615 0.730 0.825 0.931 1.01 1.09 1.16 1.25 1.31 (0.466-0.570)I(0.558-0.68CM(0.661-0.806) (0.744-0.910) (0.835-1.02)I (0.904-1.12) (0.966-1.20) (1.02-1.28) (1.08-1.39) (1.13-1.47) 15-min 0.644 0.773 0.923 1.04 1.18 1.28 1.38 1.47 1.57 1.66 (0.583-0.7133)JL.701-0.855) (0.836-1.02) (0.941-1.15)I (1.06-1.30) (1.14-1.41) I (1.22-1.52j (1.29-1.62) (1.38-1.74) (1.42-1.84) 30-min 0.882 1.07 1.31 1.51 1.75 1.93 2.11 2.28 2.50 2.67 (0.799-0.978)L0.968-1.18) (1.19-1.45) (1.36-1.67)J (1.57-1.92) , (1.72-2.13) ( (1.87-2.33) (2.00-2.52) (2.17-2.78) (2.29-2.98) 60-min 1.10 1.34 1.68 1.97 I 2.33 2.62 2.91 3.20 3.59 3.90 (0.996-1.22) (1.22-1.48) (1.52-1.86) I (1.78-2.17) (2.09-2.56) I (2.34-2.88) (2.58-3.20) (2.81-3.54) (3.11-3.98) (3.34-4.35) 2-hr 1.32 1.60 2.02 ` 2.38 2.84 3.23 3.62 4.03 4.59 5.05 (1.18-1.47) (1.44-1.79) (1.81-2.25) (2.13-2.65) (2.53-3.16) (2.85-3.59) (3.18-4.03) (3.50-4.49) (3.93-5.14) (4.28-5.69) 3-hr ( 1.44 1.75 2.19 2.58 3.09 I 3.51 3.95 4.40 5.02 I 5.55 I (1.29-1.62) L(1.56-1.96) (1.96-2.46) (2.30-2.89) (2.743.46) (3.10-3.93) I (3.45-4.42) (3.81-4.95) (4.29-5.67) (4.67-6.29) 6-hr 1.86 2.25 2.80 3.30 3.97 4.55 I 6.16 5.82 6.75 7.57 (1.68-2.09) (2.02-2.52) (2.50-3.14) I (2.94-3.70) I (3.51-4.45) (3.99-5.09) (4.48-5.79) (4.98-6.54) (5.68-7.63) I (6.27-8.59) 12-hr 2.37 2.85 3.55 ( 4.20 I 5.12 5.93 6.81 7.78 9.21 10.6 (2.12-2.69) (2.55-3.23) (3.16-4.03) (3.73-4.76)J (4.49-5.79) (5.15-6.70) (5.83-7.71) (6.56-8.83) I (7.58-10.5) (8.48-12.0) 24-hr I 2.97 3.59 I 4.57 5.38 6.57 7.58 I 8.69 9.91 11.7 13.2 (2.68-3.31) (3.24-4.01)-, (4.11-5.09) (4.82-5.98) (5.85-7.29) (6.71-8.41)J (7.62-9.63) (8.59-11.0) (9.98-13.0) (11.1-14.7) 2-day 3.50 4.23 5.36 6.28 7.61 8.71 9.90 11.2 13.1 14.6 (3.16-3.88) j (3.83-4.70) j (4.83-5.95) (5.65-6.96) I (6.79-8.42) (7.73-9.63) (8.71-11.0) (9.76-12.4) (11.2-14.5) (12.4-18.3) 3-day 3.72 4.51 5.70 6.68 8.08 9.24 10.5 11.8 13.8 15.5 (3.38-4.12) (4.09-4.99) (5.17-6.31) (6.04-7.38) (7.26-8.92) (8.25-10.2) (9.30-11.6) (10.4-13.1) (12.0-15.3) (13.3-17.2) 4-day 3.95 4.78 II 6.05 I 7.08 8.55 I 9.78 I 11.1 12.5 I 14.6 i 18.3 (3.61-4.36) (4.36-5.28)JL(5.50-6.68) (6.42-7.80) (7.72-9.42) L(8.78-10.8)J (9.89-12.2) (11.1-13.8) (12.7-16.1) (14.1-18.0) 7-day 4.58 5.52 6.89 8.00 9.56 10.8 12.2 13.7 15.7 17.4 (4.20-5.01) (5.06-6.03)) (6.30-7.53) (7.29-8.73) (8.87-10.4) L(9.79-11.8) (10.9-13.3) (12.2-14.9) it (13.8-17.2) l (15.2-19.1) 10-day 5.21 6.25 7.69 8.83 10.4 11.7 13.0 14.4 16.3 17.8 (4.80-5.66) (5.77-6.79) (7.08-8.35) (8.11-9.58) I (9.51-11.3) (10.6-12.7) (11.8-14.1) (12.9-15.6) (14.5-17.7) (15.8-19.5) 20-day 6.85 8.17 9.84 11.1 12.9 I 14.3 15.7 , 17.1 I 19.0 ' 20.5 (6.39-7.38) (7.62-8.79) (9.15-10.6) (10.4-12.0) (11.9-13.9) (13.2-15.4)J (14.4-16.9) (15.6-18.5) (17.3-20.6) 1 (18.5-22.3) 30-day 8.43 9.98 ( 11.8 13.1 14.9 16.3 17.6 I 18.9 20.5 21.8 (7.90-9.00) (9.36-10.7) (11.0-12.6) (12.3-14.0) (13.9-15.9) (15.1-17.4) (16.3-18.8) (17.4-20.2) (18.9-22.1) (20.0-23.5) 45-day 10.5 12.4 14.5 16.0 17.9 19.4 20.8 22.1 23.8 25.1 (9.93-11.2) (11.7-13.2) j (13.6-15.4) (15.0-17.0) _(16.8-19.1) (18.1-20.6) (19.4-22.1) (20.6-23.6) I (22.0-25.5) IL23.1-26.8) 60-day 12.4 14.6 16.7 t 18.3 I 20.3 I 21.8 23.2 24.5 26.1 27.3 (11.7-13.1) (13.8-15.4) (15.8-17.7) l (17.3-19.3) f (19.2-21.5) I (20.5-23.0) f (21.8-24.5) (23.0-28.0) [ (24.4-27.7)_ (25.4=29.0) 11 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=38.0133&Ion=-78.8076&data=depth&units=english&series=pds 1/4 3/13/2019 Precipitation Frequency Data Server PDS-based depth-duration-frequency (DDF)curves Latitude: 38.0133°, Longitude: -78.8076° 30 1 1 1 I I I 1 1 I 1 1 1 Average recurrence 25 - ... interval (years) c — 1 20 -. . • • 2 a • al — 5 c 15 -.....---- . .... .. ..- — 10 ) — 25 a • . — 50 ar — 100 a • — 200 5 _ _ — 500 — t 000 0 - r■mo c c c .c .c �..a s t� -Es >, a>, > >, >. >, >.>. EEEE E N 1 kb N o - rD'O V rVo Vo mrV '' O u M N P/1 bn O O R 418 Duration 30 1 1 1 I I I I , 25 - • t 20 Duration i aar - • 5-min — 2-day — 10-mrn — 3-0a 15 15{rnn — 44ay a 30-min7 day •0 10 — 80-mrn — 10-day a �`r f. — 2 a1r — 20 day • • — 3-hr — 30-day 5 — 8fir — 45-day — 12-x — 50-day 0 , -, -1 -- i i i r i i — 24atr 1 2 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Wed Mar 13 13:48:46 2019 Pack to Tog Maps &aerials Small scale terrain https://hdsc.nws.noaa.gov/hdsGpfds/pfds_printpage.html?lat=38.01338Ion=-78.80768data=depth8units=english8series=pds 2/4 3/13/2019 Precipitation Frequency Data Server P I50 r � /" ':„ ;(7---)Y e 7N0U +" It a YA 1 M./��t abe 3km 00. # * / .4111104411154Se . i A Large scale terrain item \ it* 1 Washington, D.C." ill Harrisonburg. Sta#. t _ _ • . 1T • GT ` IA : MIS III 11111111111 :. 1 I ti F�, . 'r ' , ,S'.. �. Rr''�on f • • L i F� • Lynchburg ,` Blac -hien koaf1o4P look in 11 60mi N1 Large scale map ii 0 0 W ton P:I651QIn la `sisonbtrn n ` t Virginia Lyn+ddwgkil Blacksburg 'Roanoke 100 k m f/'® Large scale aerial 1` https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=38.0133&Ion=-78.8076&data=depth&units=english&series=pds 3/4 3/13/2019 Precipitation Frequency Data Server `r Wash ingtnn ' s1 V,iyinia '.. • /.HarnYxrburg IMO • • Ri .ymtuburg RIadcsbur4 Roanukr • • 100km • 11 60mi Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring,MD 20910 Questions?:HDSC.Questions@noaa.gov Disclaimer https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=38.0133&Ion=-78.8076&data=depth&units=english&series=pds 4/4 SWM Water Quantity Energy Balance Worksheet SITE AREA(acre) 1.76 1-year 10-year PRE POST(adjusted) PRE POST(adjusted) P 2.97 2.97 5.38 5.38 CN 61 80 61 81 S=1000/CN-10 6.39 2.50 6.39 2.35 0.25 1.28 0.50 1.28 0.47 RV=(P-0.25)2/(P-0.25)+S 0.35 1.23 1.60 3.32 QPost Development<=I.F.•(Qpre-development*RVpre-development)/RVDeveloped) I.F 0.8 CHANNEL PROTECTION FLOOD CONTROL Qpre-development 0.827 From Storm Calcs Qpre-development 5.142 From Storm Calcs QPost Development _ 0.190 From Storm Calcs QPost Development 5.009 From Storm Calcs RVPost Development(with runoff reduction) 1.23 Qallowable 0.191 Qallowable/QPost Development 1.00 Vs/Vr 0.48 Fig 11.7 of DEQ Manual Vs 0.59 Storage required(cf) 3764 Stone Lined Swale -A Stone Lined Swale -B Stone Lined Swale -C Drainage Area CN Drainage Area CN Drainage Area CN Impervious 18832 sf 98 Impervious 18832 sf 98 Impervious 8907 sf 98 Grassed 4658 sf 39 Grassed 5758 sf 39 Grassed 2348 sf 39 23490 sf 24590 sf 11255 sf Total 86 Total 84 Total 86 0.539 ac 0.565 ac 0.258 ac Q_flowrate 10yr 3.194 ft^3/s Q_flowrate l0yr 3.211 ft^3/s Q_flowrate l0yr 1.529 ft^3/s Bottom Width 2 ft Bottom Width 2 ft Bottom Width 2 ft Side Slope 5 H:1V Side Slope 5 H:1V Side Slope 5 H:1V Mannings n 0.035 Mannings n 0.035 Mannings n 0.035 Flow Depth 0.370 ft Flow Depth 0.200 ft Flow Depth 0.123 ft Flow Area 1.425 sq ft Flow Area 0.600 sq ft Flow Area 0.323 sq ft Wetted Perimeter 5.77 ft Wetted Perimeter 4.04 ft Wetted Perimeter 3.26 ft Channel Slope 0.01 ft/ft Channel Slope 0.07 ft/ft Channel Slope 0.2 ft/ft Velocity 1.67 ft/s Velocity 3.15 ft/s Velocity 4.07 ft/s Unit Wt Water 64.2 Ib/ft^3 Unit Wt Water 64.2 Ib/ft^3 Unit Wt Water 64.2 Ib/ft^3 Gravity 32.2 ft/s^2 Gravity 32.2 ft/s^2 Gravity 32.2 ft/s^2 Density water 1.94 slug/ft^3 Density water 1.94 slug/ft^3 Density water 1.94 slug/ft^3 Bed Shear stress 0.238 Ib/ft^2 Bed Shear stress 0.899 lb/ft^2 Bed Shear stress 1.584 Ib/ft^2 Virginia Runoff Reduction Method Worksheet DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet -Version 3.0 BMP Design Specifications List: 2013 Draft Stds&Specs Site Summary Project Title:Hillcrest Vineyard WPO 201900005 Date:43545 Total Rainfall= 43 inches Site Land Cover Summary A soils B Soils C Soils D Soils Totals %of Total Forest/Open(acres) 0.00 4.20 0.00 0.00 4.20 70 Managed Turf(acres) 0.00 0.75 0.00 0.00 0.75 13 Impervious Cover(acres) 0.00 1.01 0.00 0.00 1.01 17 5.96 100 Site Tv and Land Cover Nutrient Loads Site Rv 0.21 Treatment Volume(ft) 4,485 TP Load(Ib/yr) 2.82 TN Load(Ib/yr) 20.16 Total TP Load Reduction Required(lb/yr) 0.37 Site Compliance Summary Total Runoff Volume Reduction(ft) 805 Total TP Load Reduction Achieved(Ib/yr) 1.07 Total TN Load Reduction Achieved(lb/yr) 7.67 Remaining Post Development TP Load (lb/yr) 1.75 Remaining TP Load Reduction(Ib/yr) 0.00 ""TARGET TP REDUCTION EXCEEDED BY 0.69 LB/YEAR"" Required Summary Print Virginia Runoff Reduction Method Worksheet Drainage Area Summary D.A.A D.A.B D.A.C D.A.D D.A.E Total Forest/Open(acres) 0.00 0.00 0.00 0.00 0.00 0.00 Managed Turf(acres) 0.75 0.00 0.00 0.00 0.00 0.75 Impervious Cover(acres) 1.01 0.00 0.00 0.00 0.00 1.01 Total Area(acres) 1.76 0.00 0.00 0.00 0.00 1.76 Drainage Area Compliance Summary D.A.A D.A.B D.A.C D.A.D O.A.E Total TP Load Reduced(Ib/yr) 1.07 0.00 0.00 0.00 0.00 1.07 TN Load Reduced(Ib/yr) 7.67 0.00 0.00 0.00 0.00 7.67 Summary Pnnt Virginia Runoff Reduction Method Worksheet Drainage Area A Summary Land Cover Summary A Soils B Soils C Soils D Soils Total %of Total Forest/Open(acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf(acres) 0.00 0.75 0.00 0.00 0.75 43 Impervious Cover(acres) 0.00 1.01 0.00 0.00 1.01 57 1.76 BMP Selections Managed Turf Impervious Cover TP Load from Downstream BMP Treatment Untreated TP Load TP Removed TP Remaining Practice Credit Area Credit Area Upstream Treatment to be (acres) (acres) Volume(ft) Practices(Ibs) to Practice(Ibs) (Ib/yr) (Ib/yr) Employed 4.a.Grass Channel A/B Soils(Spec#3) 4,027.49 2.15 0.00 0.69 1.46 8.a.ED#1(Spec#15) 0.75 1.01 4,027.49 0.00 2.53 0.38 2.15 4.a.Grass Channel A/B Soils Total Impervious Cover Treated(acres) 1.01 Total Turf Area Treated(acres) 0.75 Total TP Load Reduction Achieved in D.A. (lb/yr) 1.07 Total TN Load Reduction Achieved in D.A. (lb/yr) 7.67 Summary Print Virginia Runoff Reduction Method Worksheet Runoff Volume and CN Calculations 1-year storm 2-year storm . 10-year storm Target Rainfall Event(in) 2.97 3.59 5.38 Drainage Areas RV&CN Drainage Area A Drainage Area B Drainage Area C Drainage Area D Drainage Area E CN 82 0 0 0 0 RR(ft3) 805 0 0 0 0 RV wo RR(ws-In) 1.36 0.00 0.00 0.00 0.00 1-year return period RV w RR(ws-in) 1.23 0.00 0.00 0.00 0.00 CN adjusted 80 0 0 0 0 RV wo RR(ws-in) 1.86 0.00 0.00 0.00 0.00 2-year return period RV w RR(ws-in) 1.73 0.00 0.00 0.00 0.00 CN adjusted 80 0 0 0 0 RV wo RR(ws-in) 3.42 0.00 0.00 0.00 0.00 10-year return period RV w RR(ws-In) 3.30 0.00 0.00 0.00 0.00 CN adjusted 81 0 0 0 0 Summary Pnnt 15" CULVERT 10-yr Storm Size Invert In Invert Out Slope Flowrate Velocity Theta Depth of (in) Elevation Elevation Length(ft) Material Mannings n (ft/ft) (cfs) (ft/s) (rads) flow(ft) r(ft) R_h(ft) A(ft^2) Flow In 15 799.75 796.60 58 CMP 0.02 0.054 3.194 7.14 2.71 0.49 0.625 0.26 0.45 Q=(1.49/n)*A*R^(2/3)*S^(1/2) V=(1.49/n)*R^(2/3)*S^(1/2) Detention Basin Outfall Pipe 10-yr Storm Size Invert In Invert Out Slope Flowrate Velocity Theta Depth of (in) Elevation Elevation Length(ft) Material Mannings n (ft/ft) (cfs) (ft/s) (rads) flow(ft) r(ft) R_h(ft) A(ft^2) Flow In 18 790.5 789.90 121 HDPE 0.013 0.005 5.009 4.52 2.74 0.9 0.75 0.42 1.11 Q=(1.49/n)*A*RA(2/3)*SA(1/2) V=(1.49/n)*RA(2/3)*SA(1/2)