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HomeMy WebLinkAboutWPO200700082 Calculations 2009-11-04 Ashcroft West Stormwater Computation Packet Ay U e:N. IGHT Lic. No.22402 \ 'Y .Fss ZONAL November 4, 2009 Dominion Engineering&Design 172 South Pantops Drive Charlottesville, VA 22911 Ph (434) 979-8121 F (434) 979-1681 Enclosed are Pond Reports for: Pond/Biofilter# 1 Storm Discharge In/Out(CFS)* Storage (CF) 2YR 1.7/ 1.0 2,699 10 YR 2.3 / 1.3 3,670 100 YR 3.3 / 1.6 5,349 Pond/Biofilter#2 Storm Discharge In/Out(CFS)8 Storage (CF) 2YR 1.7/0.6 5,210 10YR 2.4/0.8 7,128 100 YR 3.5 / 1.0 10,508 Pond/Biofilter#3 Storm Discharge In/Out(CFS)* Storage(CF) 2 YR 2.0/ 1.2 3,975 10 YR 2.8 / 1.5 5,570 100 YR 4.0/ 1.7 8,495 *Note flows in and out computed at Critical Storm Duration Channel Analysis for Downstream of modified, offsite Sediment Trap SECTION DD Velocity Calc. /Allow(F/S) Depth Calc/Allow(FT) 2 Year 3.31 / 4.4 10 Year 0.59/ 1.0 SECTION E Velocity Calc. /Allow(F/S) Depth Calc/Allow(FT) 2 Year 4.23 / 4.4 10 Year 0.71 / 1.0 SECTION F Velocity Calc. /Allow(F/S) Depth Calc/Allow(FT) 2 Year 4.27/ 4.4 10 Year 0.47/ 1.0 Pond Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Wednesday, Nov 4,2009 Pond No. 1 - Biofilter 1 Pond Data Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=868.00 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 868.00 720 0 0 4.00 872.00 1,440 4,237 4,237 6.10 874.10 2,834 4,405 8,642 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 8.00 0.00 0.00 0.00 Crest Len(ft) = 1.57 0.00 0.00 0.00 Span(in) = 8.00 0.00 0.00 0.00 Crest El.(ft) = 869.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 864.00 0.00 0.00 0.00 Weir Type = Riser - - - Length(ft) = 40.00 0.00 0.00 0.00 Multi-Stage = Yes No No No Slope(%) = 1.25 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour) Multi-Stage = n/a No No 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) 7.00 875.00 ____ _ 6.00 ._. �_____ -.-._- 874.00 5.00 873.00 - 4.00 872.00 3.00 871.00 2.00 870.00 1.00 869.00 0.00 868.00 0.00 0.50 1.00 1.50 2.00 Total CIDischarge(cfs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Wednesday,Nov 4,2009 Hyd. No. 1 BF-1 Critical Duration Hydrograph type = Mod. Rational Peak discharge = 1.722 cfs Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 4,134 cuft Drainage area = 2.400 ac Runoff coeff. = 0.36* Intensity = 1.993 in/hr Tc by User = 5.00 min IDF Curve = ALBEMARLE IDF.IDF Storm duration = 8.0 x Tc Target Q = n/a Est. Req'd Storage= n/a *Composite(Area/C)=[(0.240 x 0.90)+(2.160 x 0.30)]/2.400 BF-1 Critical Duration Q (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 28 30 32 34 36 38 40 42 44 46 Hyd No. 1 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Wednesday,Nov 4,2009 Hyd. No. 4 BF-1 CD Routed Hydrograph type = Reservoir Peak discharge = 1.029 cfs Storm frequency = 2 yrs Time to peak = 42 min Time interval = 1 min Hyd. volume = 3,285 cuft Inflow hyd. No. = 1 - BF-1 Critical Duration Max. Elevation = 870.55 ft Reservoir name = Biofilter 1 Max. Storage = 2,699 cuft Storage Indication method used. BF-1 CD Routed Q (cfs) Hyd. No. 4 --2 Year Q (cfs) 2.00 2.00 1.00 - 1.00 I 0.00 -- 1 0.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 Time (min) Hyd No. 4 Hyd No. 1 i .L Total storage used = 2,699 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Wednesday,Nov 4,2009 Hyd. No. 1 BF-1 Critical Duration Hydrograph type = Mod. Rational Peak discharge = 2.337 cfs Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 5,610 cuft Drainage area = 2.400 ac Runoff coeff. = 0.36* Intensity = 2.705 in/hr Tc by User = 5.00 min IDF Curve = ALBEMARLE IDF.IDF Storm duration = 8.0 x Tc Target Q = n/a Est. Req'd Storage= n/a *Composite(Area/C)=[(0.240 x 0.90)+(2.160 x 0.30)]/2.400 BF-1 Critical Duration Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs) 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 28 30 32 34 36 38 40 42 44 46 Hyd No. 1 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Wednesday, Nov 4,2009 Hyd. No. 4 BF-1 CD Routed Hydrograph type = Reservoir Peak discharge = 1.299 cfs Storm frequency = 10 yrs Time to peak = 42 min Time interval = 1 min Hyd. volume = 4,761 cuft Inflow hyd. No. = 1 - BF-1 Critical Duration Max. Elevation = 871.47 ft Reservoir name = Biofilter 1 Max. Storage = 3,670 cuft Storage Indication method used. BF-1 CD Routed Q (cfs) Hyd. No. 4— 10 Year Q (cfs) 3.00 - 3.00 2.00 - . . 2.00 1.00 • 1.00 I - lid 0.00 0.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (min) Hyd No. 4 Hyd No. 1 Qllllllllilllll 1 Total storage used = 3,670 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Wednesday, Nov 4,2009 Hyd. No. 1 BF-1 Critical Duration Hydrograph type = Mod. Rational Peak discharge = 3.299 cfs Storm frequency = 100 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 7,918 cuft Drainage area = 2.400 ac Runoff coeff. = 0.36* Intensity = 3.818 in/hr Tc by User = 5.00 min IDF Curve = ALBEMARLE IDF.IDF Storm duration = 8.0 x Tc Target Q = n/a Est. Req'd Storage= n/a *Composite(Area/C)=[(0.240 x 0.90)+(2.160 x 0.30)]/2.400 BF-1 Critical Duration Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs) 4.00 4.00 1 \..._, 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 Hyd No. 1 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Wednesday, Nov 4,2009 Hyd. No. 4 BF-1 CD Routed Hydrograph type = Reservoir Peak discharge = 1.556 cfs Storm frequency = 100 yrs Time to peak = 43 min Time interval = 1 min Hyd. volume = 7,069 cuft Inflow hyd. No. = 1 - BF-1 Critical Duration Max. Elevation = 872.53 ft Reservoir name = Biofilter 1 Max. Storage = 5,349 cuft Storage Indication method used. BF-1 CD Routed Q (cfs) Hyd. No. 4-- 100 Year Q (cfs) 4.00 - - 4.00 3.00 - 3.00 2.00 2.00 • ii 0.00 0 20 40 60 80 100 120 140 160 180 Time (min) Hyd No. 4 Hyd No. 1 Total storage used = 5,349 cuft Pond Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Wednesday,Nov 4,2009 Pond No. 2 - Biofilter 2 Pond Data Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=814.00 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 814.00 4,098 0 0 2.00 816.00 5,828 9,874 9,874 3.50 817.50 8,663 10,798 20,672 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 8.00 0.00 0.00 0.00 Crest Len(ft) = 1.57 0.00 0.00 0.00 Span(in) = 8.00 0.00 0.00 0.00 Crest El.(ft) = 814.50 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 810.00 0.00 0.00 0.00 Weir Type = Riser - - - Length(ft) = 43.00 0.00 0.00 0.00 Multi-Stage = Yes No No No Slope(%) = 1.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour) Multi-Stage = n/a No No 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) 4.00 818.00 ii irii� II limiwA 3.00 817.00 2.00 816.00 1.00 Irill 815.00 iimia, -IIIIIIIIIII,'. 0.00 814.00 0.00 0.50 1.00 1.50 2.00 Total Q Discharge(cfs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Wednesday,Nov 4,2009 Hyd. No. 2 BF-2 Critical Duration Hydrograph type = Mod. Rational Peak discharge = 1.710 cfs Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 6,156 cuft Drainage area = 3.000 ac Runoff coeff. = 0.38* Intensity = 1.500 in/hr Tc by User = 5.00 min IDF Curve = ALBEMARLE IDF.IDF Storm duration = 12.0 x Tc Target Q = n/a Est. Req'd Storage= n/a 'Composite(Area/C)=[(0.400 x 0.90)+(2.600 x 0.30)]/3.000 BF-2 Critical Duration Q (cfs) Hyd. No. 2--2 Year Q (cfs) 2.00 2.00 1 1.00 1.00 0.00 0.00 0 10 20 30 40 50 60 70 Hyd No. 2 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Wednesday, Nov 4,2009 Hyd. No. 5 BF-2 CD Routed Hydrograph type = Reservoir Peak discharge = 0.615 cfs Storm frequency = 2 yrs Time to peak = 63 min Time interval = 1 min Hyd. volume = 4,175 cuft Inflow hyd. No. = 2 - BF-2 Critical Duration Max. Elevation = 815.06 ft Reservoir name = Biofilter 2 Max. Storage = 5,210 cuft Storage Indication method used. BF-2 CD Routed Q (cfs) Hyd. No. 5—2 Year Q (cfs) 2.00 - - 2.00 1.00 1.00 • t�2•n,K 0.00 0.00 0 60 120 180 240 300 360 420 480 540 Time (min) Hyd No. 5 Hyd No. 2 IHliIlllllllllllll Total storage used = 5,210 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Wednesday,Nov 4,2009 Hyd. No. 2 BF-2 Critical Duration Hydrograph type = Mod. Rational Peak discharge = 2.394 cfs Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 8,618 cuft Drainage area = 3.000 ac Runoff coeff. = 0.38* Intensity = 2.100 in/hr Tc by User = 5.00 min IDF Curve = ALBEMARLE IDF.IDF Storm duration = 12.0 x Tc Target Q = n/a Est. Req'd Storage= n/a •Composite(Area/C)=[(0.400 x 0.90)+(2.600 x 0.30)1/3.000 BF-2 Critical Duration Q(cfs) Hyd. No. 2 — 10 Year Q(cfs) 3.00 3.00 2.001 . - 2.00 1.00 1.00 f . 0.00 - 0.00 0 10 20 30 40 50 60 70 Hyd No. 2 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Wednesday, Nov 4,2009 Hyd. No. 5 BF-2 CD Routed Hydrograph type = Reservoir Peak discharge = 0.804 cfs Storm frequency = 10 yrs Time to peak = 63 min Time interval = 1 min Hyd. volume = 6,638 cuft Inflow hyd. No. = 2 - BF-2 Critical Duration Max. Elevation = 815.44 ft Reservoir name = Biofilter 2 Max. Storage = 7,128 cuft Storage Indication method used. BF-2 CD Routed Q (cfs) Q cfs Hyd. No. 5— 10 Year ( ) 3.00 - 3.00 2.00 2.00 1.00 - 1.00 40, 0.00 - 0.00 0 60 120 180 240 300 360 420 480 540 Time (min) Hyd No. 5 — Hyd No. 2 ............. Total storage used = 7,128 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2009 by Autodesk, Inc.v6.066 Wednesday,Nov 4,2009 Hyd. No. 2 BF-2 Critical Duration Hydrograph type = Mod. Rational Peak discharge = 3.534 cfs Storm frequency = 100 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 12,722 cuft Drainage area = 3.000 ac Runoff coeff. = 0.38* Intensity = 3.100 in/hr Tc by User = 5.00 min IDF Curve = ALBEMARLE IDF.IDF Storm duration = 12.0 x Tc Target Q = n/a Est. Req'd Storage= n/a 'Composite(Area/C)=[(0.400 x 0.90)+(2.600 x 0.30)]/3.000 BF-2 Critical Duration Q(cfs) Hyd. No. 2 — 100 Year Q (cfs) 4.00 4.00 L 3.00 3.00 2.00 - 2.00 1.00 1.00 0.00 0.00 0 10 20 30 40 50 60 70 Hyd No. 2 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Wednesday,Nov 4,2009 Hyd. No. 5 BF-2 CD Routed Hydrograph type = Reservoir Peak discharge = 1.044 cfs Storm frequency = 100 yrs Time to peak = 64 min Time interval = 1 min Hyd. volume = 10,742 cuft Inflow hyd. No. = 2 - BF-2 Critical Duration Max. Elevation = 816.09 ft Reservoir name = Biofilter 2 Max. Storage = 10,508 cuft Storage Indication method used. BF-2 CD Routed Q(cfs) Hyd. No. 5-- 100 Year Q (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 s 1.00 0.00 0.00 0 60 120 180 240 300 360 420 480 540 600 Time(min) Hyd No. 5 Hyd No. 2 ' ! '- Total storage used = 10,508 cuft Pond Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Wednesday,Nov 4,2009 Pond No. 3 - Biofilter 3 Pond Data Contours-User-defined contour areas.Conic method used for volume calculation. Begining Elevation=905.00 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 905.00 900 0 0 4.00 909.00 1,764 5,231 5,231 6.50 911.50 3,024 5,914 11,146 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 8.00 Inactive 0.00 0.00 Crest Len(ft) = 1.57 0.00 0.00 0.00 Span(in) = 8.00 0.00 0.00 0.00 Crest El.(ft) = 906.00 0.00 0.00 0.00 No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 901.00 0.00 0.00 0.00 Weir Type = Riser - - - Length(ft) = 57.60 0.00 0.00 0.00 Multi-Stage = Yes No No No Slope(%) = 1.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour) Multi-Stage = n/a Yes No 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) 7.00 912.00 6.00 - 911.00 5.00 910.00 4.00 909.00 3.00 908.00 2.00 907.00 1.00 906.00 0.00 905.00 0.00 0.50 1.00 1.50 2.00 Total Q Discharge(cfs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Wednesday,Nov 4,2009 Hyd. No. 3 BF-3 Critical Duration Hydrograph type = Mod. Rational Peak discharge = 2.033 cfs Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 6,099 cult Drainage area = 2.900 ac Runoff coeff. = 0.41* Intensity = 1.710 in/hr Tc by User = 5.00 min IDF Curve = ALBEMARLE IDF.IDF Storm duration = 10.0 x Tc Target Q = n/a Est. Req'd Storage= n/a Composite(Area/C)=[(0.530 x 0.90)+(2.370 x 0.30)]/2.900 BF-3 Critical Duration Q (cfs) Hyd. No. 3—2 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 10 20 30 40 50 60 Hyd No. 3 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Wednesday, Nov 4,2009 Hyd. No. 6 BF-3 CD Routed Hydrograph type = Reservoir Peak discharge = 1.181 cfs Storm frequency = 2 yrs Time to peak = 52 min Time interval = 1 min Hyd. volume = 5,051 cuft Inflow hyd. No. = 3 - BF-3 Critical Duration Max. Elevation = 908.04 ft Reservoir name = Biofilter 3 Max. Storage = 3,975 cuft Storage Indication method used. BF-3 CD Routed Q (cfs) Hyd. No. 6 —2 Year Q (cfs) 3.00 3.00 2.00 ' 2.00 1.00 1.00 0.00 0.00 0 20 40 60 80 100 120 140 160 180 Time (min) Hyd No. 6 Hyd No. 3 ElIDELEIE Total storage used = 3,975 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Wednesday,Nov 4,2009 Hyd. No. 3 BF-3 Critical Duration Hydrograph type = Mod. Rational Peak discharge = 2.804 cfs Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 8,412 cuft Drainage area = 2.900 ac Runoff coeff. = 0.41* Intensity = 2.358 in/hr Tc by User = 5.00 min IDF Curve = ALBEMARLE IDF.IDF Storm duration = 10.0 x Tc Target Q = n/a Est. Req'd Storage= n/a `Composite(Area/C)=[(0.530 x 0.90)+(2.370 x 0.30)]/2.900 BF-3 Critical Duration Q (cfs) Hyd. No. 3— 10 Year Q(cfs) 3.00 3.00 2.00 2.00 1.00 1.00 ----- 0.00 0.00 0 10 20 30 40 50 60 Hyd No. 3 Time(min) • Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Wednesday,Nov 4,2009 Hyd. No. 6 BF-3 CD Routed Hydrograph type = Reservoir Peak discharge = 1.468 cfs Storm frequency = 10 yrs Time to peak = 52 min Time interval = 1 min Hyd. volume = 7,365 cuft Inflow hyd. No. = 3 - BF-3 Critical Duration Max. Elevation = 909.15 ft Reservoir name = Biofilter 3 Max. Storage = 5,570 cuft Storage Indication method used. BF-3 CD Routed Q (cfs) Hyd. No. 6-- 10 Year Q (cfs) 3.00 3.00 2.00 1.00 1.00 0.00 0.00 0 20 40 60 80 100 120 140 160 180 200 Time (min) Hyd No. 6 Hyd No. 3 111111111111111111, Total storage used = 5,570 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Wednesday, Nov 4,2009 Hyd. No. 3 BF-3 Critical Duration Hydrograph type = Mod. Rational Peak discharge = 4.052 cfs Storm frequency = 100 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 12,157 cuft Drainage area = 2.900 ac Runoff coeff. = 0.41* Intensity = 3.408 in/hr Tc by User = 5.00 min IDF Curve = ALBEMARLE IDF.IDF Storm duration = 10.0 x Tc Target Q = n/a Est. Req'd Storage= n/a Composite(Area/C)=[(0.530 x 0.90)+(2.370 x 0.30)]/2.900 BF-3 Critical Duration Q(cfs) Hyd. No. 3-- 100 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 1 0.00 0 10 20 30 40 50 60 Time (min) Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Wednesday,Nov 4,2009 Hyd. No. 6 BF-3 CD Routed Hydrograph type = Reservoir Peak discharge = 1.733 cfs Storm frequency = 100 yrs Time to peak = 53 min Time interval = 1 min Hyd. volume = 11,110 cuft Inflow hyd. No. = 3 - BF-3 Critical Duration Max. Elevation = 910.38 ft Reservoir name = Biofilter 3 Max. Storage = 8,495 cuft Storage Indication method used. BF-3 CD Routed Q (cfs) Hyd. No. 6-- 100 Year Q (cfs) 5.00 5.00 1111111111.11111111111., _ 1111111 III III II III 4.0oriittpitiotii i 4.00 . I11ilI 3.00 I IIIIIIIII 3.00 I 1 11 2.00 1 j"i111!iu 11 1 r 1.00 i , .,.„, 0.00 0.00 0 20 40 60 80 100 120 140 160 180 200 220 Time (min) Hyd No. 6 Hyd No. 3 i I iir: Total storage used =8,495 cuft Adequate Channel Calculations: Section DD Ashcroft Phase 3 Albemarle County Tax Map 78 Parcel 20 Natural Channels Shall Have Adequate Capacity for the 10 Year Storm Peak Flow and Shall not be subject to Erosion from the 2 Year Storm Step 1: Compute Mannings'n'Calculation per VSECH n-Calculation n-value n 1 0.028 n2 0.005 n3 0.000 n4 0.020 n5 0.010 nS 0.063 n6 0.000 THEREFORE, n 0.063 Step 2: Compute Applicable Peak Flows From Stormwater Management Plan, Post development runoff must be added for offsite drainage and the routed Drainage Areas: Peak Flows: (CFS) Comments: EX Sed Trap(2 Year) 1.06 Routed from Ex.Sed Trap Total: 1.06 2 Year Storm Drainage Areas: Peak Flows:(CFS) Comments: EX Sed Trap(10 Year) 2.97 Routed from Ex. Sed Trap Total: 2.97 10 Year Storm Step 3: Compute Allowable Channel Velocity Allowable Velocity is the permissible velocity(VESCH Table 5-22)reduced by two correction factors Table 5-22: Permissible velocity based on soil condition: Cobbles and Shingles 5.5 Feet/Second Plate 5-39:The correction factor for an average depth(A/T)of 0.5 0.8 Table 5-23:The reduction factor for a: Straight Channel= 1 Allowable Channel Velocity= 4.4 Feet/Second Step 4: Compute Velocity and Depth of Flow Refer to Cross section calculations provided on the following pages which demonstrate adequate capacity and allowable velocities as outlined above Adequate Channel Calculations: Section E Ashcroft Phase 3 Albemarle County Tax Map 78 Parcel 20 Natural Channels Shall Have Adequate Capacity for the 10 Year Storm Peak Flow and Shall not be subject to Erosion from the 2 Year Storm Step 1: Compute Mannings 'n' Calculation per VSECH n-Calculation n-value n 1 0.020 n2 0.005 n3 0.000 n4 0.020 n5 0.015 nS 0.060 n6 0.000 THEREFORE, n 0.060 Step 2: Compute Applicable Peak Flows From Stormwater Management Plan, Post development runoff must be added for offsite drainage and the routed Drainage Areas: Peak Flows: (CFS) Comments: EX Sed Trap(2 Year) 1.06 Routed from Ex. Sed Trap Section E(2 Year) 2.3 Section E Total: 3.36 2 Year Storm Drainage Areas: Peak Flows: (CFS) Comments: EX Sed Trap(10 Year) 2.97 Routed from Ex. Sed Trap Section E 1.59 Section E Total: 4.56 10 Year Storm Step 3: Compute Allowable Channel Velocity Allowable Velocity is the permissible velocity(VESCH Table 5-22) reduced by two correction factors Table 5-22: Permissible velocity based on soil condition: Graded Silt 5.5 Feet/Second Plate 5-39:The correction factor for an average depth(A/T)of 0.75 0.8 Table 5-23: The reduction factor for a: Straight Channel = 1 Allowable Channel Velocity= 4.4 Feet/Second Step 4: Compute Velocity and Depth of Flow Refer to Cross section calculations provided on the following pages which demonstrate adequate capacity and allowable velocities as outlined above Adequate Channel Calculations: Section F Ashcroft Phase 3 Albemarle County Tax Map 78 Parcel 20 Natural Channels Shall Have Adequate Capacity for the 10 Year Storm Peak Flow and Shall not be subject to Erosion from the 2 Year Storm Step 1: Compute Mannings 'n' Calculation per VSECH n-Calculation n-value n 1 0.020 n2 0.005 n3 0.000 n4 0.020 n5 0.010 nS 0.055 n6 0.000 THEREFORE, n 0.055 Step 2: Compute Applicable Peak Flows From Stormwater Management Plan, Post development runoff must be added for offsite drainage and the routed Drainage Areas: Peak Flows: (CFS) Comments: EX Sed Trap(2 Year) 1.06 Routed from Ex.Sed Trap Section F Total (2 Year) 2.3 Section E + Section F Total: 3.36 2 Year Storm Drainage Areas: Peak Flows: (CFS) Comments: EX Sed Trap(10 Year) 2.97 Routed from Ex. Sed Trap Section F Total (10 Year) 1.59 Section E + Section F Total: 4.56 10 Year Storm Step 3: Compute Allowable Channel Velocity Allowable Velocity is the permissible velocity(VESCH Table 5-22)reduced by two correction factors Table 5-22: Permissible velocity based on soil condition: Graded Silt 5.5 Feet/Second Plate 5-39:The correction factor for an average depth(A!T)of 0.625 0.8 Table 5-23:The reduction factor for a: Straight Channel= 1 Allowable Channel Velocity= 4.4 Feet/Second Step 4: Compute Velocity and Depth of Flow Refer to Cross section calculations provided on the following pages which demonstrate adequate capacity and allowable velocities as outlined above Channel Report Hydraflow Express Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc. Thursday,Nov 5 2009 Section DD (2 Year) User-defined Highlighted Invert Elev (ft) = 924.00 Depth (ft) = 0.40 Slope (%) = 20.00 Q (cfs) = 1.060 N-Value = 0.063 Area (sqft) = 0.32 Velocity (ft/s) = 3.31 Calculations Wetted Perim (ft) = 1.79 Compute by: Known Q Crit Depth, Yc (ft) = 0.45 Known Q (cfs) = 1.06 Top Width (ft) = 1.60 EGL (ft) = 0.57 (Sta, El, n)-(Sta, El, n)... (0.00,925.00)-(2.00,924.00,0.063)-(4.00,925.00,0.063) Elev (ft) Section Depth (ft) 926.00 — - 2.00 925.50 - 1.50 925.00 — 1.00 924.50 10, 0.50 924.00 0.00 923.50 -0.50 -.5 0 .5 1 1.5 2 2.5 3 3.5 4 4.5 Sta (ft) Channel Report Hydraflow Express Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc. Thursday, Nov 5 2009 Section DD (10 Year) User-defined Highlighted Invert Elev (ft) = 924.00 Depth (ft) = 0.59 Slope (%) = 20.00 Q (cfs) = 2.970 N-Value = 0.063 Area (sqft) = 0.70 Velocity (ft/s) = 4.27 Calculations Wetted Perim (ft) = 2.64 Compute by: Known Q Crit Depth, Yc (ft) = 0.68 Known Q (cfs) = 2.97 Top Width (ft) = 2.36 EGL (ft) = 0.87 (Sta, El, n)-(Sta, El, n)... (0.00, 925.00)-(2.00,924.00,0.063)-(4.00, 925.00,0.063) Elev (ft) Section Depth (ft) 926.00 - — 2.00 925.50 1.50 925.00 1.00 0 924.50 0.50 924.00 0.00 923.50 -0.50 -.5 0 .5 1 1.5 2 2.5 3 3.5 4 4.5 Sta (ft) Channel Report Hydraflow Express Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc. Thursday, Nov 5 2009 Section E (2 Year) User-defined Highlighted Invert Elev (ft) = 924.00 Depth (ft) = 0.63 Slope (%) = 16.00 Q (cfs) = 3.360 N-Value = 0.060 Area (sqft) = 0.79 Velocity (ft/s) = 4.23 Calculations Wetted Perim (ft) = 2.82 Compute by: Known Q Crit Depth, Yc (ft) = 0.71 Known Q (cfs) = 3.36 Top Width (ft) = 2.52 EGL (ft) = 0.91 (Sta, El, n)-(Sta, El, n)... (0.00,925.00)-(2.00,924.00,0.060)-(4.00, 925.00,0.060) Elev (ft) Depth (ft) Section 926.00 2.00 925.50 - - 1.50 925.00 - 1.00 V 924.50 0.50 924.00 0.00 923.50 -0.50 -.5 0 .5 1 1.5 2 2.5 3 3.5 4 4.5 Sta (ft) Channel Report Hydraflow Express Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc. Thursday, Nov 5 2009 Section E (2 Year) User-defined Highlighted Invert Elev (ft) = 924.00 Depth (ft) = 0.71 Slope (%) = 16.00 Q (cfs) = 4.560 N-Value = 0.060 Area (sqft) = 1.01 Velocity (ft/s) = 4.52 Calculations Wetted Perim (ft) = 3.18 Compute by: Known Q Crit Depth, Yc (ft) = 0.80 Known Q (cfs) = 4.56 Top Width (ft) = 2.84 EGL (ft) = 1.03 (Sta, El, n)-(Sta, El, n)... (0.00, 925.00)-(2.00,924.00,0.060)-(4.00,925.00,0.060) Elev (ft) Depth p (ft) Section 926.00 - 2.00 925.50 - 1.50 925.00 — 1.00 924.50 0.50 924.00 0.00 923.50 -0.50 -.5 0 .5 1 1.5 2 2.5 3 3.5 4 4.5 Sta (ft) Channel Report Hydraflow Express Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc. Thursday,Nov 5 2009 Section F (2 Year) User-defined Highlighted Invert Elev (ft) = 912.00 Depth (ft) = 0.41 Slope (%) = 16.00 Q (cfs) = 3.360 N-Value = 0.055 Area (sqft) = 0.79 Velocity (ft/s) = 4.27 Calculations Wetted Perim (ft) = 3.01 Compute by: Known Q Crit Depth, Yc (ft) = 0.50 Known Q (cfs) = 3.36 Top Width (ft) = 2.84 EGL (ft) = 0.69 (Sta, El, n)-(Sta, El, n)... (0.00, 912.67)-(1.50,912.00,0.055)-(2.50,912.00,0.055)-(4.00,912.67,0.055) Elev (ft) Depth p (ft) Section 913.00 1.00 912.75 0.75 912.50 0.50 912.25 0.25 912.00 0.00 911.75 -0.25 -.5 0 .5 1 1.5 2 2.5 3 3.5 4 4.5 Sta (ft) Channel Report Hydraflow Express Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc. Thursday, Nov 5 2009 Section F (10 Year) User-defined Highlighted Invert Elev (ft) = 912.00 Depth (ft) = 0.47 Slope (%) = 16.00 Q (cfs) = 4.560 N-Value = 0.055 Area (sqft) = 0.96 Velocity (ft/s) = 4.73 Calculations Wetted Perim (ft) = 3.30 Compute by: Known Q Crit Depth, Yc (ft) = 0.58 Known Q (cfs) = 4.56 Top Width (ft) = 3.10 EGL (ft) = 0.82 (Sta, El, n)-(Sta, El, n)... (0.00,912.67)-(1.50,912.00,0.055)-(2.50,912.00,0.055)-(4.00,912.67,0.055) Elev (ft) Section Depth (ft) 913.00 1.00 912.75 0.75 912.50 Q 0.50 912.25 0.25 912.00 0.00 911.75 -0.25 -.5 0 .5 1 1.5 2 2.5 3 3.5 4 4.5 Sta (ft) Watershed Model Sc h e m py�a}tow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 1 2 f "Ir3 Legend Hyd. Oripin Description 1 Rational SECTION E 2 Rational SECTION F 3 Combine SECTION F TOTAL Project: MS-19 POST.gpw Thursday, Nov 5, 2009 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Thursday, Nov 5,2009 Hyd. No. 1 SECTION E Hydrograph type = Rational Peak discharge = 0.741 cfs Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 222 cuft Drainage area = 0.460 ac Runoff coeff. = 0.31* Intensity = 5.193 in/hr Tc by User = 5.00 min IDF Curve = ALBEMARLE IDF.IDF Asc/Rec limb fact = 1/1 *Composite(Area/C)=[(0.450 x 0.30)+(0.010 x 0.90)]/0.460 SECTION E Q (cfs) Hyd. No. 1 --2 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 0.30 0.20 0.20 0.10 0.10 0.00 1 0.00 0 1 2 3 4 5 6 7 8 9 10 Hyd No. 1 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Thursday, Nov 5,2009 Hyd. No. 1 SECTION E Hydrograph type = Rational Peak discharge = 0.955 cfs Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 286 cuft Drainage area = 0.460 ac Runoff coeff. = 0.31* Intensity = 6.695 in/hr Tc by User = 5.00 min IDF Curve = ALBEMARLE IDF.IDF Asc/Rec limb fact = 1/1 Composite(Area/C)=[(0.450 x 0.30)+(0.010 x 0.90)]/0.460 SECTION E Q (cfs) Hyd. No. 1 -- 10 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 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 Hyd No. 1 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Thursday,Nov 5,2009 Hyd. No. 2 SECTION F Hydrograph type = Rational Peak discharge = 1.562 cfs Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 469 cuft Drainage area = 0.940 ac Runoff coeff. = 0.32* Intensity = 5.193 in/hr Tc by User = 5.00 min IDF Curve = ALBEMARLE IDF.IDF Asc/Rec limb fact = 1/1 *Composite(Area/C)=[(0.910 x 0.30)+(0.030 x 0.90)]/0.940 SECTION F Q (cfs) Hyd. No. 2--2 Year Q (cfs) 2.00 - - 2.00 1.00 1.00 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 Hyd No. 2 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Thursday,Nov 5,2009 Hyd. No. 2 SECTION F Hydrograph type = Rational Peak discharge = 2.014 cfs Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 604 cuft Drainage area = 0.940 ac Runoff coeff. = 0.32* Intensity = 6.695 in/hr Tc by User = 5.00 min IDF Curve = ALBEMARLE IDF.IDF Asc/Rec limb fact = 1/1 'Composite(Area/C)=[(0.910 x 0.30)+(0.030 x 0.90)]/0.940 SECTION F Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 - 1.00 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 Hyd No. 2 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Thursday, Nov 5,2009 Hyd. No. 3 SECTION F TOTAL Hydrograph type = Combine Peak discharge = 2.303 cfs Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 691 cuft Inflow hyds. = 1, 2 Contrib. drain. area= 1.400 ac SECTION F TOTAL Q (cfs) Hyd. No. 3 --2 Year Q(cfs) 3.00 - 3.00 2.00. 2.00 1.00 1.00 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 Time (min) Hyd No. 3 Hyd No. 1 Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Thursday, Nov 5,2009 Hyd. No. 3 SECTION F TOTAL Hydrograph type = Combine Peak discharge = 2.969 cfs Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 891 cuft Inflow hyds. = 1, 2 Contrib. drain. area= 1.400 ac SECTION F TOTAL Q (cfs) Hyd. 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