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HomeMy WebLinkAboutWPO201100105 Calculations WPO VSMP 2012-04-20 e • WESTMINSTER CANTERBURY CHARLOTTESVILLE, VIRGINIA • FINAL SITE PLAN DESIGN CALCULATIONS DECEMBER 22, 2011 REVISED: FEBRUARY 21, 2011 REVISED: APRIL 20, 2012 • • a TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Prepared by: Craig Kotarski, PE Timmons Group 919 2`d Street S.E. Charlottesville, VA 22901 434.295.5624 Table of Contents Section Title 1 Stormwater Management Narrative a. Water Quality Calculations b. Stormwater Flow Calculations c. Downstream Channel Analysis 2 HydroCAD Drainage Calculations for Area 1 (24 hour storm) 3 HydroCAD Drainage Calculations for Area 2 (24 hour storm) 4 HydroCAD Drainage Calculations for Existing Pond 5 Original Drainage Design Calculations for Existing Pond 6 LD 229—Storm Sewer Design Computations 7 LD 204—Storm Inlet Design Computations 8 100 Series Hydraulic Grade Line Analysis 9 200 Series Hydraulic Grade Line Analysis 10 300 Series Hydraulic Grade Line Analysis 11 Fire Pump Performance Test Sheet 12 Downstream Analysis(Pipes) Mapping 13 Phase 1-A Bioretention Landscape, Grading, & Drainage Plan 14 Flexible Pavement Design Worksheet Westminster Canterbury Stormwater Management Narrative The expansion of the Monticello Building at Westminster Canterbury is within three drainage areas. These drainage areas can be found on Sheet C4.1 of the plan set. The two areas that do not drain towards the pond 94.01 (as noted by the County) do not result in increased flow rates or volumes during the post development condition. The reduction of both flow rates and volumes does not require any additional calculations to be shown downstream. The increase in flow rate and volume to pond 94.01 within the provided calculations should demonstrate that there is capacity both within the conveyance to the pond and the pond itself. Westminster Water Quality Volume Feasibility Calculations The pond was previously designed to have a water quality volume of 3 acre-feet. It was originally sized to treat 3.825 acres of impervious area at a rate of 40%as it was designed as a Retention Basin I. The volume required to treat 3.825 acres is as follows: 3 x Water Quality Volume= 3 x 0.5" x 1/12 x 3.825 Ac.x 43,560=20,827 cu.ft.=0.48 acre-feet Pond is sized for 3 acre feet Additional Impervious Area to Pond =0.31 acres Additional Water Quality Volume= 3 x 0.5"x 1/12 x 0.31 Ac.x 43,560= 1,688 cu.ft. =0.04 acre-feet Total Water Quality Volume Required =0.48+0.04=0.52 acre-feet 0.52 ac-ft<3.00 ac-ft Westminster Quality Calculations For Areas 1, 2,and 3(per sheet C4.1) Area = 1.97 acres Pre Impervious Area=0.69 acres Post Impervious Area =0.97 acres I pre =35.03% L pre= 1.64 pounds I post=49.24% L post=2.22 pounds Removal Required: 2.22— 1.64=0.58 pounds Pounds Generated by Area 1 Note:Area 1 sees a reduction in impervious area overall. This area does drain to a downstream biofilter and pond, but neither are being used within these calculations for treatment. Pounds Treated by Area 2 Area=0.12 acres Impervious area =0.08 acres I area2=66.67% L area2 =0.18 pounds 0.18 x 50%=0.09 pounds Pounds Treated by Area 3 Area = 1.30 acres Impervious area =0.69 acres I area3=53.08% L area3 =1.56 pounds 1.26 x 40%=0.63 pounds For Area 4 Area =0.23 acres Pre Impervious Area=0.00 acres Post Impervious area=0.11 acres I pre4= 16.00% L pre4=0.10 pounds I post4=47.82% L post4=0.25 pounds Removal Required:0.25—0.10=0.15 pounds 0.15 x 40%=0.06 pounds Total Pounds required to be removed:0.58+0.10=0.68 pounds Total Pounds removed:0.09+0.63+0.10=0.82 pounds Westminster Stormwater Flow Calculations Per Sheet C4.1, areas 1 and 2 do not increase in flow rate or volume from predevelopment to post development. The flow rates and volume have been calculated using a 24 hour storm. Areas 3 and 4 drain towards the pond and the flow calculations are as follows(Rational Method was used to stay consistent with the calculations that were previously provided for the existing pond: The pond was previously designed with the following drainage area characteristics: Area =65.00 acres C=0.60 Tc= 14.0 minutes These characteristics were routed through 2-48" concrete pipes, with an 20'wide weir to serve as an emergency outfall. The 10 year and 100 year previously designed flow rates out of this pond are as follows: Q10=98.40 cfs Q100= 151.37 cfs The 10 year storm was shown to be below the pre-development 10 year flow of 116.64 cfs. The 100 year storm was shown to be at an elevation of 522.06,which allowed 1.94'of freeboard,exceeding the one foot requirement. This original routing has been included in this report. The additional area (0.33 acres)and additional impervious area (0.41acres) results in the same C value. Since the overall drainage area and time of concentration remain constant,the pond's routing does not change. A check was done on the original routing (included in this report)and the following numbers were obtained for the 10 and 100 year routing: 010=96.11 cfs 0100= 131.14 cfs Additionally,the design footprint of the pond was verified based on County GIS information. A copy of the designed footprint of the pond has been included. Downstream Channel Analysis The pipes that convey the stormwater from Area 3 and Area 4(see sheet C4.1) have been demonstrated to be adequate in the attached calculations. The drainage areas for the downstream pipes can be found on Sheet C4.2. Once the pipes enter the existing stormwater management basin they are approximately at the point where the proposed drainage impact area is 1%of total drainage area. For Area 1 and Area 2 (see Sheet C4.1) both areas see a reduction in flow and volume,therefore there is no requirement to show downstream channel adequacy. , e4=1:' .47 :(7:-:L'f':?.: ::::..;',, Predeveloped Area 1 Postdevelopment Area 1 Cat Reach 'on. Link Drainage Diagram for AREA 1 24 hour ;i ,1Prepared by Microsoft, Printed 3/26/2012 HydroCAD®9.10 sin 06538 ©2010 HydroCAD Software Solutions LLC AREA 1 24 hour Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.710 69 (1S, 2S) 0.350 98 (1S, 2S) 1.060 TOTAL AREA AREA 1 24 hour Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 0.000 HSG D 1.060 Other 1S, 2S 1.060 TOTAL AREA AREA 1 24 hour Type 1124-hr Alb 10 year Rainfall=5.60" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 4 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Predeveloped Area 1 Runoff Area=0.660 ac 28.79% Impervious Runoff Depth>2.90" Tc=5.0 min CN=77 Runoff=3.69 cfs 0.159 af Subcatchment 2S: Postdevelopment Area 1 Runoff Area=0.400 ac 40.00% Impervious Runoff Depth>3.28" Tc=5.0 min CN=81 Runoff=2.48 cfs 0.109 af Total Runoff Area= 1.060 ac Runoff Volume =0.269 af Average Runoff Depth =3.04" 66.98% Pervious=0.710 ac 33.02% Impervious=0.350 ac AREA 1 24 hour Type 1124-hr Alb 10 year Rainfall=5.60" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 1S: Predeveloped Area 1 [49] Hint: Tc<2dt may require smaller dt Runoff = 3.69 cfs @ 11.96 hrs, Volume= 0.159 af, Depth> 2.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Alb 10 year Rainfall=5.60" Area (ac) CN Description * 0.470 69 * 0.190 98 0.660 77 Weighted Average 0.470 71.21% Pervious Area 0.190 28.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1S: Predeveloped Area 1 Hydrograph / i i . . . 4- I Runoff (3.69 cfs I Type II 24-hr Alb 19 year ailrfall=5.60" Runoff Area=0.660 ac Runoff Volum0=0.159 af . Runoff Depth>2,40" 3 2- o LL ' Tic=5.0 min CN=77 1 a 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) AREA 1 24 hour Type 1124-hr Alb 10 year Rainfall=5.60" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Pace 6 Hydrograph for Subcatchment 1S: Predeveloped Area 1 Time Precip. Excess Runoff Time Precip. Excess Runoff (hours)_ (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 5.00 0.35 0.00 0.00 18.00 5.16 2.76 0.06 5.25 0.38 0.00 0.00 18.25 5.18 2.78 0.06 5.50 0.40 0.00 0.00 18.50 5.21 2.80 0.05 5.75 0.42 0.00 0.00 18.75 5.23 2.82 0.05 6.00 0.45 0.00 0.00 19.00 5.25 2.83 0.05 6.25 0.47 0.00 0.00 19.25 5.27 2.85 0.05 6.50 0.50 0.00 0.00 19.50 5.29 2.87 0.05 6.75 0.53 0.00 0.00 19.75 5.31 2.89 0.04 7.00 0.55 0.00 0.00 20.00 5.33 2.90 0.04 7.25 0.58 0.00 0.00 7.50 0.61 0.00 0.00 7.75 0.64 0.00 0.00 8.00 0.67 0.00 0.00 8.25 0.70 0.00 0.01 8.50 0.74 0.01 0.01 8.75 0.78 0.01 0.01 9.00 0.82 0.02 0.01 9.25 0.87 0.02 0.02 9.50 0.91 0.03 0.02 9.75 0.96 0.04 0.03 10.00 1.01 0.05 0.03 10.25 1.07 0.07 0.04 10.50 1.14 0.08 0.05 10.75 1.22 0.11 0.07 11.00 1.32 0.14 0.09 11.25 1.43 0.18 0.12 11.50 1.58 0.25 0.18 11.75 2.17 0.54 1.03 12.00 3.71 1.59 3.21 12.25 3.95 1.78 0.47 12.50 4.12 1.90 0.31 12.75 4.23 1.99 0.23 13.00 4.32 2.07 0.19 13.25 4.40 2.13 0.17 13.50 4.47 2.19 0.15 13.75 4.54 2.24 0.13 14.00 4.59 2.29 0.12 14.25 4.64 2.33 0.11 14.50 4.69 2.37 0.10 14.75 4.74 2.40 0.10 15.00 4.78 2.44 0.09 15.25 4.82 2.47 0.09 15.50 4.86 2.51 0.08 15.75 4.89 2.54 0.08 16.00 4.93 2.56 0.07 16.25 4.96 2.59 0.07 16.50 4.99 2.62 0.07 16.75 5.02 2.64 0.07 17.00 5.05 2.66 0.06 17.25 5.08 2.69 0.06 17.50 5.11 2.71 0.06 17.75 5.13 2.73 0.06 AREA 1 24 hour Type 1124-hr Alb 10 year Rainfall=5.60" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 2S: Postdevelopment Area 1 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.48 cfs @ 11.95 hrs, Volume= 0.109 af, Depth> 3.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Alb 10 year Rainfall=5.60" Area (ac) CN Description * 0.240 69 * 0.160 98 0.400 81 Weighted Average 0.240 60.00% Pervious Area 0.160 40.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Postdevelopment Area 1 Hydrograph ®Runoff (2.4s� Type II 24-hr Alb 19 year Rainfall=5.60" Runoff Area=0. 00 ac Runoff Voluma=0.109 af Runoff Depth>3.28" Tc=5.0 min u_ 1-4CN=$1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) AREA 1 24 hour Type 1124-hr Alb 10 year Rainfall=5.60" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 8 Hydrograph for Subcatchment 2S: Postdevelopment Area 1 Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) f hours) (inches) (inches) (cfs) 5.00 0.35 0.00 0.00 18.00 5.16 3.12 0.04 5.25 0.38 0.00 0.00 18.25 5.18 3.15 0.04 5.50 0.40 0.00 0.00 18.50 5.21 3.17 0.03 5.75 0.42 0.00 0.00 18.75 5.23 3.19 0.03 6.00 0.45 0.00 0.00 19.00 5.25 3.21 0.03 6.25 0.47 0.00 0.00 19.25 5.27 3.23 0.03 6.50 0.50 0.00 0.00 19.50 5.29 3.25 0.03 6.75 0.53 0.00 0.00 19.75 5.31 3.26 0.03 7.00 0.55 0.00 0.00 20.00 5.33 3.28 0.03 7.25 0.58 0.01 0.00 7.50 0.61 0.01 0.00 7.75 0.64 0.01 0.01 8.00 0.67 0.02 0.01 8.25 0.70 0.02 0.01 8.50 0.74 0.03 0.01 8.75 0.78 0.04 0.01 9.00 0.82 0.05 0.02 9.25 0.87 0.06 0.02 9.50 0.91 0.07 0.02 9.75 0.96 0.09 0.02 10.00 1.01 0.10 0.03 10.25 1.07 0.12 0.04 10.50 1.14 0.15 0.04 10.75 1.22 0.18 0.06 11.00 1.32 0.22 0.07 11.25 1.43 0.28 0.10 11.50 1.58 0.36 0.13 11.75 2.17 0.71 0.74 12.00 3.71 1.88 2.13 12.25 3.95 2.08 0.31 12.50 4.12 2.22 0.20 12.75 4.23 2.32 0.15 13.00 4.32 2.40 0.13 13.25 4.40 2.46 0.11 13.50 4.47 2.53 0.10 13.75 4.54 2.58 0.09 14.00 4.59 2.63 0.08 14.25 4.64 2.67 0.07 14.50 4.69 2.71 0.07 14.75 4.74 2.75 0.06 15.00 4.78 2.79 0.06 15.25 4.82 2.83 0.06 15.50 4.86 2.86 0.05 15.75 4.89 2.89 0.05 16.00 4.93 2.92 0.05 16.25 4.96 2.95 0.04 16.50 4.99 2.98 0.04 16.75 5.02 3.00 0.04 17.00 5.05 3.03 0.04 17.25 5.08 3.05 0.04 17.50 5.11 3.08 0.04 17.75 5.13 3.10 0.04 AREA 1 24 hour Type 1124-hr Alb 100 year Rainfall=9.10" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 9 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Predeveloped Area 1 Runoff Area=0.660 ac 28.79% Impervious Runoff Depth>5.88" Tc=5.0 min CN=77 Runoff=7.20 cfs 0.323 af Subcatchment 2S: Postdevelopment Area 1 Runoff Area=0.400 ac 40.00% Impervious Runoff Depth>6.36" Tc=5.0 min CN=81 Runoff=4.62 cfs 0.212 af Total Runoff Area = 1.060 ac Runoff Volume=0.535 af Average Runoff Depth=6.06" 66.98% Pervious=0.710 ac 33.02%Impervious= 0.350 ac AREA 1 24 hour Type 1124-hr Alb 100 year Rainfall=9.10" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 1S: Predeveloped Area 1 [49] Hint: Tc<2dt may require smaller dt Runoff = 7.20 cfs @ 11.95 hrs, Volume= 0.323 af, Depth> 5.88" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Alb 100 year Rainfall=9.10" Area (ac) CN Description * 0.470 69 * 0.190 98 0.660 77 Weighted Average 0.470 71.21% Pervious Area 0.190 28.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1S: Predeveloped Area 1 Hydrograph 8 / , ®Runoff I7.20cfs i 7_" Type II 24-hr Alb 100 year ,Rail fau=-9.'-4" 6- Runoff AreI=0.660 ac 5 Runoff VdIumb=0:323 of - ' Ri Hoff-Depth 5..68" 4 T'c=6.0 nin LL 3-" CIV=77 2-" 1- . k 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) AREA 1 24 hour Type 1124-hr Alb 100 year Rainfall=9.10" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 11 Hydrograph for Subcatchment 1S: Predeveloped Area 1 Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 5.00 0.57 0.00 0.00 18.00 8.38 5.63 0.10 5.25 0.61 0.00 0.00 18.25 8.42 5.66 0.10 5.50 0.65 0.00 0.00 18.50 8.46 5.70 0.09 5.75 0.69 0.00 0.01 18.75 8.50 5.73 0.09 6.00 0.73 0.01 0.01 19.00 8.53 5.77 0.09 6.25 0.77 0.01 0.01 19.25 8.57 5.80 0.08 6.50 0.81 0.01 0.01 19.50 8.60 5.83 0.08 6.75 0.86 0.02 0.02 19.75 8.63 5.86 0.08 7.00 0.90 0.03 0.02 20.00 8.66 5.89 0.07 7.25 0.95 0.04 0.02 7.50 0.99 0.05 0.03 7.75 1.04 0.06 0.03 8.00 1.09 0.07 0.03 8.25 1.14 0.08 0.04 8.50 1.20 0.10 0.05 8.75 1.27 0.12 0.06 9.00 1.34 0.15 0.07 9.25 1.41 0.17 0.07 9.50 1.48 0.20 0.08 9.75 1.56 0.23 0.09 10.00 1.65 0.27 0.10 10.25 1.74 0.32 0.13 10.50 1.86 0.37 0.15 10.75 1.99 0.44 0.19 11.00 2.14 0.52 0.23 11.25 2.33 0.64 0.32 11.50 2.58 0.79 0.43 11.75 3.52 1.45 2.26 12.00 6.03 3.51 6.14 12.25 6.43 3.85 0.87 12.50 6.69 4.09 0.56 12.75 6.87 4.25 0.42 13.00 7.03 4.39 0.35 13.25 7.16 4.51 0.31 13.50 7.27 4.61 0.27 13.75 7.37 4.70 0.24 14.00 7.46 4.78 0.21 14.25 7.54 4.86 0.20 14.50 7.62 4.93 0.19 14.75 7.70 5.00 0.18 15.00 7.77 5.06 0.17 15.25 7.83 5.12 0.16 15.50 7.90 5.18 0.15 15.75 7.95 5.23 0.14 16.00 8.01 5.28 0.13 16.25 8.06 5.33 0.13 16.50 8.11 5.38 0.12 16.75 8.16 5.42 0.12 17.00 8.21 5.46 0.12 17.25 8.25 5.51 0.11 17.50 8.30 5.55 0.11 17.75 8.34 5.59 0.11 AREA 1 24 hour Type 1124-hr Alb 100 year Rainfall=9.10" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 2S: Postdevelopment Area 1 [49] Hint: Tc<2dt may require smaller dt Runoff = 4.62 cfs @ 11.95 hrs, Volume= 0.212 af, Depth> 6.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr AIb 100 year Rainfall=9.10" Area (ac) CN Description * 0.240 69 * 0.160 98 0.400 81 Weighted Average 0.240 60.00% Pervious Area 0.160 40.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Postdevelopment Area 1 Hydrograph / 5 B Runoff !cud!' Type II 24-hr AIb 100 year 4-' Ra I fall=9:1 O" Runoff AreI=0.400 ac 3 J.•' Runoff Y-dlunne=0,2-12,af--- - Runoff Depth>6.36" 0c=5e.0 nin 2- CN=81 1 1 1 •5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) AREA 1 24 hour Type II 24-hr Alb 100 year Rainfall=9.10" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 13 Hydrograph for Subcatchment 2S: Postdevelopment Area 1 Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 5.00 0.57 0.00 0.00 18.00 8.38 6.10 0.06 5.25 0.61 0.01 0.01 18.25 8.42 6.14 0.06 5.50 0.65 0.01 0.01 18.50 8.46 6.18 0.06 5.75 0.69 0.02 0.01 18.75 8.50 6.21 0.06 6.00 0.73 0.03 0.01 19.00 8.53 6.25 0.05 6.25 0.77 0.03 0.01 19.25 8.57 6.28 0.05 6.50 0.81 0.04 0.02 19.50 8.60 6.31 0.05 6.75 0.86 0.05 0.02 19.75 8.63 6.34 0.05 7.00 0.90 0.07 0.02 20.00 8.66 6.37 0.05 7.25 0.95 0.08 0.02 7.50 0.99 0.10 0.02 7.75 1.04 0.11 0.03 8.00 1.09 0.13 0.03 8.25 1.14 0.15 0.03 8.50 1.20 0.18 0.04 8.75 1.27 0.20 0.05 9.00 1.34 0.23 0.05 9.25 1.41 0.27 0.06 9.50 1.48 0.31 0.06 9.75 1.56 0.35 0.07 10.00 1.65 0.39 0.08 10.25 1.74 0.45 0.09 10.50 1.86 0.52 0.11 10.75 1.99 0.60 0.13 11.00 2.14 0.69 0.16 11.25 2.33 0.82 0.22 11.50 2.58 1.00 0.29 11.75 3.52 1.73 1.51 12.00 6.03 3.91 3.91 12.25 6.43 4.27 0.55 12.50 6.69 4.52 0.35 12.75 6.87 4.69 0.27 13.00 7.03 4.83 0.22 13.25 7.16 4.95 0.19 13.50 7.27 5.06 0.17 13.75 7.37 5.15 0.15 14.00 7.46 5.24 0.13 14.25 7.54 5.31 0.12 14.50 7.62 5.39 0.12 14.75 7.70 5.46 0.11 15.00 7.77 5.52 0.11 15.25 7.83 5.58 0.10 15.50 7.90 5.64 0.09 15.75 7.95 5.70 0.09 16.00 8.01 5.75 0.08 16.25 8.06 5.80 0.08 16.50 8.11 5.85 0.08 16.75 8.16 5.89 0.07 17.00 8.21 5.94 0.07 17.25 8.25 5.98 0.07 17.50 8.30 6.02 0.07 17.75 8.34 6.06 0.07 AREA 1 24 hour Type 1124-hr Alb 2 year Rainfall=3.70" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 14 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Predeveloped Area 1 Runoff Area=0.660 ac 28.79% Impervious Runoff Depth>1.45" Tc=5.0 min CN=77 Runoff=1.88 cfs 0.079 af Subcatchment 2S: Postdevelopment Area 1 Runoff Area=0.400 ac 40.00% Impervious Runoff Depth>1.72" Tc=5.0 min CN=81 Runoff=1.35 cfs 0.057 af Total Runoff Area= 1.060 ac Runoff Volume=0.137 af Average Runoff Depth = 1.55" 66.98% Pervious =0.710 ac 33.02% Impervious=0.350 ac AREA 1 24 hour Type 1124-hr Alb 2 year Rainfall=3.70" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 1S: Predeveloped Area 1 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.88 cfs @ 11.96 hrs, Volume= 0.079 af, Depth> 1.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr AIb 2 year Rainfall=3.70" Area (ac) CN Description ' 0.470 69 0.190 98 0.660 77 Weighted Average 0.470 71.21% Pervious Area 0.190 28.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1S: Predeveloped Area 1 Hydrograph 2- ®Runoff (1.ee�l Type 1124-hr Alb 2 year Rainlfall=3.70" Runoff Area=0.660 ac Runoff Volume=0.079 af Ruinof _Depth1a45" Tc=5.0 min CN=77 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) AREA 1 24 hour Type 1124-hr Alb 2 year Rainfall=3.70" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 16 Hydrograph for Subcatchment 1S: Predeveloped Area 1 Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) finches) (cfs) 5.00 0.23 0.00 0.00 18.00 3.41 1.36 0.03 5.25 0.25 0.00 0.00 18.25 3.42 1.37 0.03 5.50 0.26 0.00 0.00 18.50 3.44 1.39 0.03 5.75 0.28 0.00 0.00 18.75 3.46 1.40 0.03 6.00 0.30 0.00 0.00 19.00 3.47 1.41 0.03 6.25 0.31 0.00 0.00 19.25 3.48 1.42 0.03 6.50 0.33 0.00 0.00 19.50 3.50 1.43 0.03 6.75 0.35 0.00 0.00 19.75 3.51 1.44 0.03 7.00 0.37 0.00 0.00 20.00 3.52 1.45 0.02 7.25 0.39 0.00 0.00 7.50 0.40 0.00 0.00 7.75 0.42 0.00 0.00 8.00 0.44 0.00 0.00 8.25 0.47 0.00 0.00 8.50 0.49 0.00 0.00 8.75 0.52 0.00 0.00 9.00 0.54 0.00 0.00 9.25 0.57 0.00 0.00 9.50 0.60 0.00 0.00 9.75 0.63 0.00 0.00 10.00 0.67 0.00 0.00 10.25 0.71 0.00 0.01 10.50 0.75 0.01 0.01 10.75 0.81 0.01 0.02 11.00 0.87 0.02 0.03 11.25 0.95 0.04 0.04 11.50 1.05 0.06 0.06 11.75 1.43 0.18 0.44 12.00 2.45 0.71 1.67 12.25 2.61 0.81 0.25 12.50 2.72 0.88 0.17 12.75 2.79 0.93 0.13 13.00 2.86 0.97 0.11 13.25 2.91 1.01 0.09 13.50 2.96 1.04 0.08 13.75 3.00 1.07 0.07 14.00 3.03 1.09 0.07 14.25 3.07 1.12 0.06 14.50 3.10 1.14 0.06 14.75 3.13 1.16 0.06 15.00 3.16 1.18 0.05 15.25 3.18 1.20 0.05 15.50 3.21 1.22 0.05 15.75 3.23 1.24 0.04 16.00 3.26 1.25 0.04 16.25 3.28 1.27 0.04 16.50 3.30 1.28 0.04 16.75 3.32 1.30 0.04 17.00 3.34 1.31 0.04 17.25 3.36 1.32 0.04 17.50 3.37 1.34 0.03 17.75 3.39 1.35 0.03 AREA 1 24 hour Type 1124-hr Alb 2 year Rainfall=3.70" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 2S: Postdevelopment Area 1 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.35 cfs @ 11.96 hrs, Volume= 0.057 af, Depth> 1.72" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr AIb 2 year Rainfall=3.70" Area (ac) CN Description 0.240 69 0.160 98 0.400 81 Weighted Average 0.240 60.00% Pervious Area 0.160 40.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Postdevelopment Area 1 Hydrograph ■Runoff J 0.35 cf I Type II 24-hr AIb 2 year Rainfall=3.70" Runoff-Are-.i=0.-0G-ac 1- Runoff Volum0=0.057 af wif Runoff Depth>1.72" T6=5.0 min CN=81 CI ;yyr 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) AREA 1 24 hour Type 1124-hr Alb 2 year Rainfall=3.70" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 18 Hydrograph for Subcatchment 2S: Postdevelopment Area 1 Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 5.00 0.23 0.00 0.00 18.00 3.41 1.63 0.02 5.25 0.25 0.00 0.00 18.25 3.42 1.65 0.02 5.50 0.26 0.00 0.00 18.50 3.44 1.66 0.02 5.75 0.28 0.00 0.00 18.75 3.46 1.67 0.02 6.00 0.30 0.00 0.00 19.00 3.47 1.68 0.02 6.25 0.31 0.00 0.00 19.25 3.48 1.70 0.02 6.50 0.33 0.00 0.00 19.50 3.50 1.71 0.02 6.75 0.35 0.00 0.00 19.75 3.51 1.72 0.02 7.00 0.37 0.00 0.00 20.00 3.52 1.73 0.02 7.25 0.39 0.00 0.00 7.50 0.40 0.00 0.00 7.75 0.42 0.00 0.00 8.00 0.44 0.00 0.00 8.25 0.47 0.00 0.00 8.50 0.49 0.00 0.00 8.75 0.52 0.00 0.00 9.00 0.54 0.00 0.00 9.25 0.57 0.00 0.00 9.50 0.60 0.01 0.00 9.75 0.63 0.01 0.01 10.00 0.67 0.02 0.01 10.25 0.71 0.02 0.01 10.50 0.75 0.03 0.01 10.75 0.81 0.04 0.02 11.00 0.87 0.06 0.03 11.25 0.95 0.08 0.04 11.50 1.05 0.11 0.06 11.75 1.43 0.28 0.35 12.00 2.45 0.91 1.18 12.25 2.61 1.02 0.17 12.50 2.72 1.10 0.11 12.75 2.79 1.16 0.09 13.00 2.86 1.20 0.07 13.25 2.91 1.24 0.06 13.50 2.96 1.28 0.06 13.75 3.00 1.31 0.05 14.00 3.03 1.34 0.04 14.25 3.07 1.37 0.04 14.50 3.10 1.39 0.04 14.75 3.13 1.41 0.04 15.00 3.16 1.44 0.04 15.25 3.18 1.46 0.03 15.50 3.21 1.48 0.03 15.75 3.23 1.50 0.03 16.00 3.26 1.51 0.03 16.25 3.28 1.53 0.03 16.50 3.30 1.55 0.03 16.75 3.32 1.56 0.03 17.00 3.34 1.58 0.02 17.25 3.36 1.59 0.02 17.50 3.37 1.61 0.02 17.75 3.39 1.62 0.02 Predeveloped Area 2 Postdevelopment Area 2 ,.,,,,,,,,,-- -4,,,,:.,:-. , Reach 'on• Link Drainage Diagram for AREA 2 24 hour r Prepared by Microsoft, Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ®2010 HydroCAD Software Solutions LLC AREA 2 24 hour Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.240 69 (1S, 2S) 0.370 98 (1S, 2S) 0.610 TOTAL AREA AREA 2 24 hour Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.610 Other 1S, 2S 0.610 TOTAL AREA AREA 2 24 hour Type 1124-hr Alb 10 year Rainfall=5.60" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 4 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Predeveloped Area 2 Runoff Area=0.340 ac 50.00% Impervious Runoff Depth>3.57" Tc=5.0 min CN=84 Runoff=2.26 cfs 0.101 af Subcatchment 2S: Postdevelopment Area 2 Runoff Area=0.270 ac 74.07% Impervious Runoff Depth>4.18" Tc=5.0 min CN=90 Runoff=2.00 cfs 0.094 of Total Runoff Area=0.610 ac Runoff Volume=0.195 af Average Runoff Depth=3.84" 39.34% Pervious=0.240 ac 60.66%Impervious=0.370 ac AREA 2 24 hour Type 1124-hr Alb 10 year Rainfall=5.60" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 1S: Predeveloped Area 2 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.26 cfs @ 11.95 hrs, Volume= 0.101 af, Depth> 3.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Alb 10 year Rainfall=5.60" Area (ac) CN Description * 0.170 69 * 0.170 98 0.340 84 Weighted Average 0.170 50.00% Pervious Area 0.170 50.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1S: Predeveloped Area 2 Hydrograph ®Runoff 12.26 cfs Type II 24-hr Aib 10 year 2- Rainfall=5.60" Runoff Area=0.340 ac Runoff Voluma=0.101 af Runoff Depth>3.57" Tom.=5..0-niin--- CN=84 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) AREA 2 24 hour Type 1124-hr Alb 10 year Rainfall=5.60" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 6 Hydrograph for Subcatchment 1S: Predeveloped Area 2 Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 5.00 0.35 0.00 0.00 18.00 5.16 3.41 0.03 5.25 0.38 0.00 0.00 18.25 5.18 3.44 0.03 5.50 0.40 0.00 0.00 18.50 5.21 3.46 0.03 5.75 0.42 0.00 0.00 18.75 5.23 3.48 0.03 6.00 0.45 0.00 0.00 19.00 5.25 3.50 0.03 6.25 0.47 0.00 0.00 19.25 5.27 3.52 0.03 6.50 0.50 0.01 0.00 19.50 5.29 3.54 0.03 6.75 0.53 0.01 0.00 19.75 5.31 3.56 0.02 7.00 0.55 0.01 0.01 20.00 5.33 3.57 0.02 7.25 0.58 0.02 0.01 7.50 0.61 0.02 0.01 7.75 0.64 0.03 0.01 8.00 0.67 0.04 0.01 8.25 0.70 0.05 0.01 8.50 0.74 0.06 0.01 8.75 0.78 0.07 0.02 9.00 0.82 0.08 0.02 9.25 0.87 0.10 0.02 9.50 0.91 0.12 0.02 9.75 0.96 0.14 0.03 10.00 1.01 0.16 0.03 10.25 1.07 0.18 0.04 10.50 1.14 0.22 0.05 10.75 1.22 0.26 0.06 11.00 1.32 0.31 0.07 11.25 1.43 0.37 0.10 11.50 1.58 0.47 0.13 11.75 2.17 0.86 0.71 12.00 3.71 2.12 1.93 12.25 3.95 2.33 0.27 12.50 4.12 2.47 0.18 12.75 4.23 2.57 0.13 13.00 4.32 2.66 0.11 13.25 4.40 2.73 0.10 13.50 4.47 2.79 0.08 13.75 4.54 2.85 0.08 14.00 4.59 2.90 0.07 14.25 4.64 2.95 0.06 14.50 4.69 2.99 0.06 14.75 4.74 3.03 0.06 15.00 4.78 3.07 0.05 15.25 4.82 3.11 0.05 15.50 4.86 3.14 0.05 15.75 4.89 3.17 0.04 16.00 4.93 3.20 0.04 16.25 4.96 3.23 0.04 16.50 4.99 3.26 0.04 16.75 5.02 3.29 0.04 17.00 5.05 3.32 0.04 17.25 5.08 3.34 0.04 17.50 5.11 3.37 0.03 17.75 5.13 3.39 0.03 AREA 2 24 hour Type 1124-hr Alb 10 year Rainfall=5.60" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 2S: Postdevelopment Area 2 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.00 cfs @ 11.95 hrs, Volume= 0.094 af, Depth> 4.18" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Alb 10 year Rainfall=5.60" Area (ac) CN Description * 0.070 69 * 0.200 98 0.270 90 Weighted Average 0.070 25.93% Pervious Area 0.200 74.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Postdevelopment Area 2 Hydrograph ®Runoff I2.00th 1 Type II 24-hr Aib 10 year Rainfal1=5.60" Runoff Area=0.270 ac Runoff Volume=0.094 af Runoff Depth>4.18" LL , Tc=50 min N=90 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) AREA 2 24 hour Type 1124-hr Alb 10 year Rainfall=5.60" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Paae 8 Hydrograph for Subcatchment 2S: Postdevelopment Area 2 Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) hours) (inches) (inches) (cfs) 5.00 0.35 0.01 0.00 18.00 5.16 4.03 0.03 5.25 0.38 0.02 0.01 18.25 5.18 4.05 0.03 5.50 0.40 0.02 0.01 18.50 5.21 4.08 0.02 5.75 0.42 0.03 0.01 18.75 5.23 4.10 0.02 6.00 0.45 0.04 0.01 19.00 5.25 4.12 0.02 6.25 0.47 0.05 0.01 19.25 5.27 4.14 0.02 6.50 0.50 0.06 0.01 19.50 5.29 4.16 0.02 6.75 0.53 0.07 0.01 19.75 5.31 4.18 0.02 7.00 0.55 0.08 0.01 20.00 5.33 4.20 0.02 7.25 0.58 0.09 0.01 7.50 0.61 0.10 0.01 7.75 0.64 0.11 0.02 8.00 0.67 0.13 0.02 8.25 0.70 0.15 0.02 8.50 0.74 0.16 0.02 8.75 0.78 0.19 0.02 9.00 0.82 0.21 0.03 9.25 0.87 0.24 0.03 9.50 0.91 0.26 0.03 9.75 0.96 0.29 0.03 10.00 1.01 0.33 0.04 10.25 1.07 0.37 0.05 10.50 1.14 0.42 0.05 10.75 1.22 0.47 0.06 11.00 1.32 0.54 0.08 11.25 1.43 0.63 0.10 11.50 1.58 0.75 0.14 11.75 2.17 1.24 0.68 12.00 3.71 2.65 1.69 12.25 3.95 2.88 0.23 12.50 4.12 3.03 0.15 12.75 4.23 3.14 0.11 13.00 4.32 3.23 0.09 13.25 4.40 3.30 0.08 13.50 4.47 3.37 0.07 13.75 4.54 3.43 0.06 14.00 4.59 3.48 0.06 14.25 4.64 3.53 0.05 14.50 4.69 3.58 0.05 14.75 4.74 3.62 0.05 15.00 4.78 3.66 0.04 15.25 4.82 3.70 0.04 15.50 4.86 3.74 0.04 15.75 4.89 3.77 0.04 16.00 4.93 3.81 0.03 16.25 4.96 3.84 0.03 16.50 4.99 3.87 0.03 16.75 5.02 3.90 0.03 17.00 5.05 3.92 0.03 17.25 5.08 3.95 0.03 17.50 5.11 3.98 0.03 17.75 5.13 4.00 0.03 AREA 2 24 hour Type 1124-hr Alb 100 year Rainfall=9.10" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 9 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Predeveloped Area 2 Runoff Area=0.340 ac 50.00% Impervious Runoff Depth>6.71" Tc=5.0 min CN=84 Runoff=4.07 cfs 0.190 of Subcatchment 2S: Postdevelopment Area 2 Runoff Area=0.270 ac 74.07% Impervious Runoff Depth>7.37" Tc=5.0 min CN=90 Runoff=3.42 cfs 0.166 af Total Runoff Area=0.610 ac Runoff Volume=0.356 af Average Runoff Depth = 7.01" 39.34% Pervious=0.240 ac 60.66%Impervious=0.370 ac AREA 2 24 hour Type 1124-hr Alb 100 year Rainfall=9.10" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 1S: Predeveloped Area 2 [49] Hint: Tc<2dt may require smaller dt Runoff = 4.07 cfs @ 11.95 hrs, Volume= 0.190 af, Depth> 6.71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr AIb 100 year Rainfall=9.10" Area (ac) CN Description * 0.170 69 * 0.170 98 0.340 84 Weighted Average 0.170 50.00% Pervious Area 0.170 50.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1S: Predeveloped Area 2 Hydrograph Runoff --------- .--------_.--.--------J4.07crs 4-' Type 1124-hr AIb 100 year Rainfall=9.10" ,Runoff Ar-ea=0.340_ac_.. Runoff Volume=0.190 af Runoff Dopth>6.71" 0 2- Tc 5-.0- thin LL CN=84 1- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) AREA 2 24 hour Type 1124-hr Alb 100 year Rainfall=9.10" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Pace 11 Hydrograph for Subcatchment 1S: Predeveloped Area 2 Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 5.00 0.57 0.02 0.01 18.00 8.38 6.46 0.05 5.25 0.61 0.02 0.01 18.25 8.42 6.50 0.05 5.50 0.65 0.03 0.01 18.50 8.46 6.54 0.05 5.75 0.69 0.04 0.01 18.75 8.50 6.57 0.05 6.00 0.73 0.05 0.02 19.00 8.53 6.61 0.05 6.25 0.77 0.07 0.02 19.25 8.57 6.64 0.05 6.50 0.81 0.08 0.02 19.50 8.60 6.67 0.04 6.75 0.86 0.09 0.02 19.75 8.63 6.70 0.04 7.00 0.90 0.11 0.02 20.00 8.66 6.73 0.04 7.25 0.95 0.13 0.03 7.50 0.99 0.15 0.03 7.75 1.04 0.17 0.03 8.00 1.09 0.19 0.03 8.25 1.14 0.22 0.04 8.50 1.20 0.25 0.04 8.75 1.27 0.28 0.05 9.00 1.34 0.32 0.05 9.25 1.41 0.36 0.06 9.50 1.48 0.40 0.06 9.75 1.56 0.45 0.07 10.00 1.65 0.51 0.08 10.25 1.74 0.57 0.09 10.50 1.86 0.64 0.11 10.75 1.99 0.73 0.13 11.00 2.14 0.84 0.16 11.25 2.33 0.99 0.21 11.50 2.58 1.17 0.27 11.75 3.52 1.96 1.37 12.00 6.03 4.23 3.43 12.25 6.43 4.60 0.48 12.50 6.69 4.84 0.31 12.75 6.87 5.02 0.23 13.00 7.03 5.16 0.19 13.25 7.16 5.29 0.17 13.50 7.27 5.40 0.15 13.75 7.37 5.49 0.13 14.00 7.46 5.58 0.11 14.25 7.54 5.66 0.11 14.50 7.62 5.73 0.10 14.75 7.70 5.80 0.10 15.00 7.77 5.87 0.09 15.25 7.83 5.94 0.09 15.50 7.90 5.99 0.08 15.75 7.95 6.05 0.08 16.00 8.01 6.10 0.07 16.25 8.06 6.15 0.07 16.50 8.11 6.20 0.07 16.75 8.16 6.25 0.06 17.00 8.21 6.29 0.06 17.25 8.25 6.34 0.06 17.50 8.30 6.38 0.06 17.75 8.34 6.42 0.06 AREA 2 24 hour Type 1124-hr Alb 100 year Rainfall=9.10" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 2S: Postdevelopment Area 2 [49] Hint: Tc<2dt may require smaller dt Runoff = 3.42 cfs @ 11.95 hrs, Volume= 0.166 af, Depth> 7.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Alb 100 year Rainfall=9.10" Area (ac) CN Description * 0.070 69 * 0.200 98 0.270 90 Weighted Average 0.070 25.93% Pervious Area 0.200 74.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Postdevelopment Area 2 Hydrograph _4 ®Runoff 3.42 cfs Type II 14-hr Alb 100 year 3- Raifal� 9.' Oi' Runoff Area=0.270 ac Runoff Volume=0:166 af 2 RunoffDepth>Ti7" LL Tc=5.0 min in 1- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) AREA 2 24 hour Type 1124-hr Alb 100 year Rainfall=9.10" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Paae 13 Hydrograph for Subcatchment 2S: Postdevelopment Area 2 Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 5.00 0.57 0.08 0.02 18.00 8.38 7.18 0.04 5.25 0.61 ' 0.10 0.02 18.25 8.42 7.22 0.04 5.50 0.65 0.12 0.02 18.50 8.46 7.26 0.04 5.75 0.69 0.14 0.02 18.75 8.50 7.30 0.04 6.00 0.73 0.16 0.02 19.00 8.53 7.33 0.04 6.25 0.77 0.18 0.02 19.25 8.57 7.37 0.04 6.50 0.81 0.20 0.03 19.50 8.60 7.40 0.04 6.75 0.86 0.23 0.03 19.75 8.63 7.43 0.03 7.00 0.90 0.26 0.03 20.00 8.66 7.46 0.03 7.25 0.95 0.29 0.03 7.50 0.99 0.32 0.03 7.75 1.04 0.35 0.04 8.00 1.09 0.38 0.04 8.25 1.14 0.42 0.04 8.50 1.20 0.46 0.05 8.75 1.27 0.51 0.05 9.00 1.34 0.56 0.06 9.25 1.41 0.61 0.06 9.50 1.48 0.67 0.06 9.75 1.56 0.73 0.07 10.00 1.65 0.80 0.08 10.25 1.74 0.88 0.09 10.50 1.86 0.97 0.10 10.75 1.99 1.08 0.12 11.00 2.14 1.21 0.15 11.25 2.33 1.38 0.19 11.50 2.58 1.60 0.25 11.75 3.52 2.47 1.21 12.00 6.03 4.88 2.86 12.25 6.43 5.26 0.39 12.50 6.69 5.52 0.25 12.75 6.87 5.70 0.19 13.00 7.03 5.85 0.16 13.25 7.16 5.98 0.14 13.50 7.27 6.09 0.12 13.75 7.37 6.19 0.11 14.00 7.46 6.28 0.09 14.25 7.54 6.36 0.09 14.50 7.62 6.43 0.08 14.75 7.70 6.51 0.08 15.00 7.77 6.58 0.07 15.25 7.83 6.64 0.07 15.50 7.90 6.70 0.07 15.75 7.95 6.76 0.06 16.00 8.01 6.81 0.06 16.25 8.06 6.86 0.06 16.50 8.11 6.91 0.05 16.75 8.16 6.96 0.05 17.00 8.21 7.01 0.05 17.25 8.25 7.05 0.05 17.50 8.30 7.10 0.05 17.75 8.34 7.14 0.05 AREA 2 24 hour Type 1124-hr Alb 2 year Rainfall=3.70" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 14 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Predeveloped Area 2 Runoff Area=0.340 ac 50.00% Impervious Runoff Depth>1.95" Tc=5.0 min CN=84 Runoff=1.28 cfs 0.055 af Subcatchment 2S: Postdevelopment Area 2 Runoff Area=0.270 ac 74.07% Impervious Runoff Depth>2.47" Tc=5.0 min CN=90 Runoff=1.23 cfs 0.055 af Total Runoff Area=0.610 ac Runoff Volume=0.111 af Average Runoff Depth =2.18" 39.34% Pervious =0.240 ac 60.66% Impervious=0.370 ac AREA 2 24 hour Type 11 24-hr Alb 2 year Rainfall=3.70" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 1S: Predeveloped Area 2 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.28 cfs @ 11.96 hrs, Volume= 0.055 af, Depth> 1.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Alb 2 year Rainfall=3.70" Area (ac) CN Description * 0.170 69 * 0.170 98 0.340 84 Weighted Average 0.170 50.00% Pervious Area 0.170 50.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1S: Predeveloped Area 2 Hydrograph ®Runoff I128 cfs l Type II 24-hr Alb 2 year Rainfa11=3.70" Runoff Area=0.340 ac Runoff Volume=0.055 af Runoff Depth>1.9,5" LL Tc=5.0 min CN=84 0 . . . . ,' ., , . . . , , , 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 ,20 Time (hours) AREA 2 24 hour Type 1124-hr Alb 2 year Rainfall=3.70" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 16 Hydrograph for Subcatchment 1S: Predeveloped Area 2 Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 5.00 0.23 0.00 0.00 18.00 3.41 1.86 0.02 5.25 0.25 0.00 0.00 18.25 3.42 1.87 0.02 5.50 0.26 0.00 0.00 18.50 3.44 1.89 0.02 5.75 0.28 0.00 0.00 18.75 3.46 1.90 0.02 6.00 0.30 0.00 0.00 19.00 3.47 1.91 0.02 6.25 0.31 0.00 0.00 19.25 3.48 1.92 0.02 6.50 0.33 0.00 0.00 19.50 3.50 1.93 0.02 6.75 0.35 0.00 0.00 19.75 3.51 1.95 0.02 7.00 0.37 0.00 0.00 20.00 3.52 1.96 0.01 7.25 0.39 0.00 0.00 7.50 0.40 0.00 0.00 7.75 0.42 0.00 0.00 8.00 0.44 0.00 0.00 8.25 0.47 0.00 0.00 8.50 0.49 0.01 0.00 8.75 0.52 0.01 0.00 9.00 0.54 0.01 0.01 9.25 0.57 0.02 0.01 9.50 0.60 0.02 0.01 9.75 0.63 0.03 0.01 10.00 0.67 0.04 0.01 10.25 0.71 0.05 0.01 10.50 0.75 0.06 0.02 10.75 0.81 0.08 0.02 11.00 0.87 0.10 0.03 11.25 0.95 0.13 0.04 11.50 1.05 0.17 0.06 11.75 1.43 0.37 0.36 12.00 2.45 1.08 1.11 12.25 2.61 1.20 0.16 12.50 2.72 1.29 0.11 12.75 2.79 1.35 0.08 13.00 2.86 1.40 0.07 13.25 2.91 1.44 0.06 13.50 2.96 1.48 0.05 13.75 3.00 1.51 0.05 14.00 3.03 1.54 0.04 14.25 3.07 1.57 0.04 14.50 3.10 1.60 0.04 14.75 3.13 1.62 0.03 15.00 3.16 1.65 0.03 15.25 3.18 1.67 0.03 15.50 3.21 1.69 0.03 15.75 3.23 1.71 0.03 16.00 3.26 1.73 0.03 16.25 3.28 1.75 0.02 16.50 3.30 1.76 0.02 16.75 3.32 1.78 0.02 17.00 3.34 1.80 0.02 17.25 3.36 1.81 0.02 17.50 3.37 1.83 0.02 17.75 3.39 1.84 0.02 AREA 2 24 hour Type 1124-hr Alb 2 year Rainfall=3.70" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 2S: Postdevelopment Area 2 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.23 cfs @ 11.95 hrs, Volume= 0.055 af, Depth> 2.47" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr AIb 2 year Rainfall=3.70" Area (ac) CN Description • 0.070 69 • 0.200 98 0.270 90 Weighted Average 0.070 25.93% Pervious Area 0.200 74.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Postdevelopment Area 2 Hydrograph l IN Runoff 11.23cf8I Type I124-hr AIb 2 year tairifall .70.. Runoff Area=0.270 ac Runoff Volume=0.055 af Runoff Depth>2.47" Tc=5.0 min CN=90 o 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) AREA 2 24 hour Type 1124-hr Alb 2 year Rainfall=3.70" Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 18 Hydrograph for Subcatchment 2S: Postdevelopment Area 2 Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 5.00 0.23 0.00 0.00 18.00 3.41 2.36 0.02 5.25 0.25 0.00 0.00 18.25 3.42 2.38 0.02 5.50 0.26 0.00 0.00 18.50 3.44 2.39 0.02 5.75 0.28 0.00 0.00 18.75 3.46 2.41 0.02 6.00 0.30 0.00 0.00 19.00 3.47 2.42 0.01 6.25 0.31 0.01 0.00 19.25 3.48 2.43 0.01 6.50 0.33 0.01 0.00 19.50 3.50 2.45 0.01 6.75 0.35 0.01 0.00 19.75 3.51 2.46 0.01 7.00 0.37 0.02 0.00 20.00 3.52 2.47 0.01 7.25 0.39 0.02 0.00 7.50 0.40 0.03 0.01 7.75 0.42 0.03 0.01 8.00 0.44 0.04 0.01 8.25 0.47 0.04 0.01 8.50 0.49 0.05 0.01 8.75 0.52 0.06 0.01 9.00 0.54 0.07 0.01 9.25 0.57 0.08 0.01 9.50 0.60 0.10 0.01 9.75 0.63 0.11 0.02 10.00 0.67 0.13 0.02 10.25 0.71 0.15 0.02 10.50 0.75 0.17 0.03 10.75 0.81 0.20 0.03 11.00 0.87 0.24 0.04 11.25 0.95 0.29 0.06 11.50 1.05 0.35 0.07 11.75 1.43 0.63 0.39 12.00 2.45 1.49 1.04 12.25 2.61 1.63 0.15 12.50 2.72 1.73 0.10 12.75 2.79 1.80 0.07 13.00 2.86 1.85 0.06 13.25 2.91 1.90 0.05 13.50 2.96 1.94 0.05 13.75 3.00 1.98 0.04 14.00 3.03 2.02 0.04 14.25 3.07 2.05 0.03 14.50 3.10 2.08 0.03 14.75 3.13 2.10 0.03 15.00 3.16 2.13 0.03 15.25 3.18 2.15 0.03 15.50 3.21 2.18 0.03 15.75 3.23 2.20 0.02 16.00 3.26 2.22 0.02 16.25 3.28 2.24 0.02 16.50 3.30 2.26 0.02 16.75 3.32 2.28 0.02 17.00 3.34 2.30 0.02 17.25 3.36 2.31 0.02 17.50 3.37 2.33 0.02 17.75 3.39 2.35 0.02 il:-:--- .- .. _, \ it•-,,,..,-.1 ..,.:1....'1 . :;:‘,77:!i..r': , ,:i .trk:,‘:._,., ift_::'.''''-1,;,- :::,, ,,, : Drainag - Pond ® Reach -one f jllk` Drainage Diagram for Drainage Prepared by Microsoft, Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Drainage Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area C Description (acres) (subcatchment-numbers) 65.000 0.60 (1 S) 65.000 TOTAL AREA Drainage Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 0.000 HSG D 65.000 Other 1S 65.000 TOTAL AREA Drainage Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 4 Pipe Listing (all nodes) Line# Node In-Invert Out-Invert Length Slope n Diam/Width Height Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 2P 518.00 516.40 40.0 0.0400 0.013 48.0 0.0 0.0 Drainage VA Albemarle 2-Year Duration=14 min, Inten=3.56 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 5 Time span=0.00-3.00 hrs, dt=0.01 hrs, 301 points Runoff by Rational method, Rise/Fall=1.0/1.0 xTc Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Drainage Runoff Area=65.000 ac 0.00% Impervious Runoff Depth=0.50" Tc=14.0 min C=0.60 Runoff=138.19 cfs 2.698 af Pond 2P: Pond Peak Elev=520.15' Storage=1.608 af Inflow=138.19 cfs 2.698 af Outflow=68.53 cfs 2.576 af Total Runoff Area=65.000 ac Runoff Volume=2.698 af Average Runoff Depth =0.50" 100.00% Pervious= 65.000 ac 0.00% Impervious=0.000 ac Drainage VA-Albemarle 2-Year Duration=14 min, Inten=3.56 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Pape 6 Summary for Subcatchment 1S: Drainage Runoff = 138.19 cfs @ 0.23 hrs, Volume= 2.698 af, Depth= 0.50" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs VA-Albemarle 2-Year Duration=14 min, Inten=3.56 in/hr Area (ac) C Description 65.000 0.60 65.000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 Direct Entry, Subcatchment 1S: Drainage Hydrograph 150 ®Runoff 198.19 cf. 140 " VA-AI-bemarle-2-Year 130 " - 120 " duration=14 min, 110 " ` Inten=3 56__inihr___ 100 Runo#f-Area=65:000-ac-- w 9° 80 • Runoff`Votume=x:698 of 70 Runoff_De.pth=0.50" 60 5o Tc=1-4:0 min- 40 C=0.60 30 20 " 10 0 0 1 2 3 Time (hours) Drainage VA-Albemarle 2-Year Duration=14 min, Inten=3.56 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 7 Hydrograph for Subcatchment 1S: Drainage Time Runoff Time Runoff Time Runoff (hours) (cfs) (hours) (cfs) lhours) (cfs) 0.00 0.00 1.04 0.00 2.08 0.00 0.02 11.99 1.06 0.00 2.10 0.00 0.04 23.99 1.08 0.00 2.12 0.00 0.06 35.98 1.10 0.00 2.14 0.00 0.08 47.98 1.12 0.00 2.16 0.00 0.10 59.97 1.14 0.00 2.18 0.00 0.12 71.97 1.16 0.00 2.20 0.00 0.14 83.96 1.18 0.00 2.22 0.00 0.16 95.96 1.20 0.00 2.24 0.00 0.18 107.95 1.22 0.00 2.26 0.00 0.20 119.94 1.24 0.00 2.28 0.00 0.22 131.94 1.26 0.00 2.30 0.00 0.24 135.94 1.28 0.00 2.32 0.00 0.26 123.94 1.30 0.00 2.34 0.00 0.28 111.95 1.32 0.00 2.36 0.00 0.30 99.95 1.34 0.00 2.38 0.00 0.32 87.96 1.36 0.00 2.40 0.00 0.34 75.96 1.38 0.00 2.42 0.00 0.36 63.97 1.40 0.00 2.44 0.00 0.38 51.98 1.42 0.00 2.46 0.00 0.40 39.98 1.44 0.00 2.48 0.00 0.42 27.99 1.46 0.00 2.50 0.00 0.44 15.99 1.48 0.00 2.52 0.00 0.46 4.00 1.50 0.00 2.54 0.00 0.48 0.00 1.52 0.00 2.56 0.00 0.50 0.00 1.54 0.00 2.58 0.00 0.52 0.00 1.56 0.00 2.60 0.00 0.54 0.00 1.58 0.00 2.62 0.00 0.56 0.00 1.60 0.00 2.64 0.00 0.58 0.00 1.62 0.00 2.66 0.00 0.60 0.00 1.64 0.00 2.68 0.00 0.62 0.00 1.66 0.00 2.70 0.00 0.64 0.00 1.68 0.00 2.72 0.00 0.66 0.00 1.70 0.00 2.74 0.00 0.68 0.00 1.72 0.00 2.76 0.00 0.70 0.00 1.74 0.00 2.78 0.00 0.72 0.00 1.76 0.00 2.80 0.00 0.74 0.00 1.78 0.00 2.82 0.00 0.76 0.00 1.80 0.00 2.84 0.00 0.78 0.00 1.82 0.00 2.86 0.00 0.80 0.00 1.84 0.00 2.88 0.00 0.82 0.00 1.86 0.00 2.90 0.00 0.84 0.00 1.88 0.00 2.92 0.00 0.86 0.00 1.90 0.00 2.94 0.00 0.88 0.00 1.92 0.00 2.96 0.00 0.90 0.00 1.94 0.00 2.98 0.00 0.92 0.00 1.96 0.00 3.00 0.00 0.94 0.00 1.98 0.00 0.96 0.00 2.00 0.00 0.98 0.00 2.02 0.00 1.00 0.00 2.04 0.00 1.02 0.00 2.06 0.00 Drainage VA Albemarle 2-Year Duration=14 min, Inten=3.56 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Pace 8 Summary for Pond 2P: Pond Inflow Area = 65.000 ac, 0.00% Impervious, Inflow Depth = 0.50" for 2-Year event Inflow = 138.19 cfs @ 0.23 hrs, Volume= 2.698 af Outflow = 68.53 cfs @ 0.35 hrs, Volume= 2.576 af, Atten= 50%, Lag= 7.2 min Primary = 68.53 cfs @ 0.35 hrs, Volume= 2.576 af Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Peak Elev= 520.15' @ 0.35 hrs Surf.Area= 0.810 ac Storage= 1.608 af Plug-Flow detention time= 22.5 min calculated for 2.567 af(95% of inflow) Center-of-Mass det. time= 22.4 min ( 36.4- 14.0 ) Volume Invert Avail.Storage Storage Description #1 518.00' 3.230 af Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 518.00 0.690 0.000 0.000 520.00 0.800 1.490 1.490 522.00 0.940 1.740 3.230 Device Routing Invert Outlet Devices #1 Primary 518.00' 48.0" Round Culvert X 2.00 L= 40.0' Ke= 0.500 Inlet/Outlet Invert= 518.00'/516.40' S= 0.0400 '/' Cc= 0.900 n= 0.013 #2 Primary 522.00' 20.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=68.49 cfs @ 0.35 hrs HW=520.15' (Free Discharge) 11=Culvert (Inlet Controls 68.49 cfs @ 4.99 fps) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Drainage VA-Albemarle 2-Year Duration=14 min, Inten=3.56 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 9 Pond 2P: Pond Hydrograph MInfLLI 150 138.19 cfs 1 ll Primary 140 InfIowfArea=65MO--ac-- 130liii Peak Elev=520 15' 1 120 110 Storage=1 .608 af 100 7, 90 .. 1-2- 80 1 6700 'I'l;) 50 40 30 20 10 / , - 7,..,,,,,,-••':„1„,.:.. ,..,;;_'-':- 7'7..7,-_,,7.,--i':7r•.--7,-;_'•.7.213,Z_71,-;;If/ 0 1 2 3 Time (hours) Pond 2P: Pond Stage-Discharge , /A Primary A : J , .-/,' •."- 521- -,/ /' "" -, 15 - ,..- 0 520- , 0 . z e> ui - 519-". . , , / s" 518 1 1 1 1 1 1 0 20 40 60 80 100 120 140 160 Discharge (cfs) Drainage VA-Albemarle 2-Year Duration=14 min, Inten=3.56 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Pace 10 Pond 2P: Pond Stage-Area-Storage Surface/Horizontal/Wetted Area(acres) 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0.55 0.6 0.65 0.7 0.75 0.8 0.85 0.9 ISur•face ■Storage 522 ;,. r - , 521 • 0 520- io m w ' 519 518 '.• . 0 1 2 3 Storage(acre-feet) Drainage VA Albemarle 2-Year Duration=14 min, Inten=3.56 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 11 Hydrograph for Pond 2P: Pond Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 0.00 0.00 0.000 518.00 0.00 0.10 59.97 0.244 518.35 2.16 0.20 119.94 0.897 519.24 25.10 0.30 99.95 1.532 520.05 63.37 0.40 39.98 1.557 520.08 65.01 0.50 0.00 1.215 519.65 42.89 0.60 0.00 0.933 519.29 26.97 0.70 0.00 0.750 519.04 18.15 0.80 0.00 0.624 518.87 12.90 0.90 0.00 0.532 518.75 9.58 1.00 0.00 0.462 518.65 7.35 1.10 0.00 0.408 518.58 5.81 1.20 0.00 0.365 518.52 4.69 1.30 0.00 0.330 518.47 3.86 1.40 0.00 0.301 518.43 3.23 1.50 0.00 0.276 518.39 2.74 1.60 0.00 0.255 518.36 2.35 1.70 0.00 0.237 518.34 2.04 1.80 0.00 0.221 518.32 1.78 1.90 0.00 0.207 518.30 1.57 2.00 0.00 0.195 518.28 1.39 2.10 0.00 0.184 518.26 1.25 2.20 0.00 0.175 518.25 1.12 2.30 0.00 0.166 518.24 1.01 2.40 0.00 0.158 518.23 0.92 2.50 0.00 0.150 518.22 0.84 2.60 0.00 0.144 518.21 0.77 2.70 0.00 0.138 518.20 0.70 2.80 0.00 0.132 518.19 0.65 2.90 0.00 0.127 518.18 0.60 3.00 0.00 0.122 518.18 0.56 Drainage VA Albemarle 2-Year Duration=14 min, Inten=3.56 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 12 Stage-Discharge for Pond 2P: Pond Elevation Primary Elevation Primary Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs) 518.00 0.00 519.04 18.03 520.08 64.85 521.12 126.49 518.02 0.01 519.06 18.69 520.10 65.95 521.14 127.69 518.04 0.03 519.08 19.37 520.12 67.05 521.16 128.89 518.06 0.07 519.10 20.06 520.14 68.16 521.18 130.09 518.08 0.12 519.12 20.76 520.16 69.28 521.20 131.28 518.10 0.18 519.14 21.46 520.18 70.40 521.22 132.47 518.12 0.26 519.16 22.18 520.20 71.53 521.24 133.65 518.14 0.35 519.18 22.91 520.22 72.66 521.26 134.83 518.16 0.46 519.20 23.65 520.24 73.79 521.28 136.00 518.18 0.58 519.22 24.40 520.26 74.94 521.30 137.17 518.20 0.72 519.24 25.16 520.28 76.08 521.32 138.34 518.22 0.86 519.26 25.93 520.30 77.23 521.34 139.50 518.24 1.03 519.28 26.71 520.32 78.39 521.36 140.65 518.26 1.20 519.30 27.50 520.34 79.55 521.38 141.80 518.28 1.39 519.32 28.29 520.36 80.71 521.40 142.94 518.30 1.60 519.34 29.10 520.38 81.88 521.42 144.08 518.32 1.81 519.36 29.92 520.40 83.05 521.44 145.20 518.34 2.04 519.38 30.75 520.42 84.22 521.46 146.32 518.36 2.29 519.40 31.58 520.44 85.40 521.48 147.43 518.38 2.55 519.42 32.43 520.46 86.58 521.50 148.54 518.40 2.82 519.44 33.28 520.48 87.77 521.52 149.63 518.42 3.10 519.46 34.14 520.50 88.96 521.54 150.71 518.44 3.40 519.48 35.02 520.52 90.15 521.56 151.79 518.46 3.71 519.50 35.90 520.54 91.34 521.58 152.85 518.48 4.03 519.52 36.79 520.56 92.54 521.60 153.91 518.50 4.37 519.54 37.68 520.58 93.74 521.62 154.95 518.52 4.71 519.56 38.59 520.60 94.94 521.64 155.98 518.54 5.08 519.58 39.51 520.62 96.14 521.66 157.00 518.56 5.45 519.60 40.43 520.64 97.35 521.68 158.00 518.58 5.84 519.62 41.36 520.66 98.56 521.70 158.99 518.60 6.23 519.64 42.30 520.68 99.77 521.72 159.96 518.62 6.65 519.66 43.25 520.70 100.98 521.74 160.92 518.64 7.07 519.68 44.21 520.72 102.19 521.76 161.86 518.66 7.51 519.70 45.17 520.74 103.41 521.78 162.78 518.68 7.95 519.72 46.14 520.76 104.62 521.80 163.69 518.70 8.41 519.74 47.12 520.78 105.84 521.82 164.57 518.72 8.89 519.76 48.11 520.80 107.06 521.84 165.43 518.74 9.37 519.78 49.10 520.82 108.28 521.86 166.27 518.76 9.87 519.80 50.11 520.84 109.49 521.88 167.08 518.78 10.38 519.82 51.11 520.86 110.71 521.90 167.86 518.80 10.90 519.84 52.13 520.88 111.93 521.92 168.61 518.82 11.43 519.86 53.15 520.90 113.15 521.94 169.32 518.84 11.97 519.88 54.18 520.92 114.37 521.96 169.99 518.86 12.53 519.90 55.22 520.94 115.59 521.98 170.61 518.88 13.09 519.92 56.27 520.96 116.80 522.00 171.14 518.90 13.67 519.94 57.32 520.98 118.02 518.92 14.26 519.96 58.37 521.00 119.24 518.94 14.86 519.98 59.44 521.02 120.45 518.96 15.47 520.00 60.51 521.04 121.66 518.98 16.10 520.02 61.58 521.06 122.87 519.00 16.73 520.04 62.66 521.08 124.08 519.02 17.37 520.06 63.75 521.10 125.29 Drainage VA Albemarle 2-Year Duration=14 min, Inten=3.56 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 13 Stage-Area-Storage for Pond 2P: Pond Elevation Surface Storage Elevation Surface Storage (feet) (acres) (acre-feet) (feet) (acres) (acre-feet) 518.00 0.690 0.000 520.60 0.842 1.983 518.05 0.693 0.035 520.65 0.845 2.025 518.10 0.696 0.069 520.70 0.849 2.067 518.15 0.698 0.104 520.75 0.852 2.110 518.20 0.701 0.139 520.80 0.856 2.152 518.25 0.704 0.174 520.85 0.860 2.195 518.30 0.706 0.209 520.90 0.863 2.238 518.35 0.709 0.245 520.95 0.867 2.282 518.40 0.712 0.280 521.00 0.870 2.325 518.45 0.715 0.316 521.05 0.873 2.369 518.50 0.718 0.352 521.10 0.877 2.412 518.55 0.720 0.388 521.15 0.880 2.456 518.60 0.723 0.424 521.20 0.884 2.500 518.65 0.726 0.460 521.25 0.887 2.545 518.70 0.729 0.496 521.30 0.891 2.589 518.75 0.731 0.533 521.35 0.895 2.634 518.80 0.734 0.570 521.40 0.898 2.679 518.85 0.737 0.606 521.45 0.902 2.724 518.90 0.739 0.643 521.50 0.905 2.769 518.95 0.742 0.680 521.55 0.908 2.814 519.00 0.745 0.718 521.60 0.912 2.860 519.05 0.748 0.755 521.65 0.915 2.905 519.10 0.751 0.792 521.70 0.919 2.951 519.15 0.753 0.830 521.75 0.922 2.997 519.20 0.756 0.868 521.80 0.926 3.043 519.25 0.759 0.905 521.85 0.930 3.090 519.30 0.761 0.943 521.90 0.933 3.136 519.35 0.764 0.982 521.95 0.937 3.183 519.40 0.767 1.020 522.00 0.940 3.230 519.45 0.770 1.058 519.50 0.772 1.097 519.55 0.775 1.136 519.60 0.778 1.174 519.65 0.781 1.213 519.70 0.784 1.252 519.75 0.786 1.292 519.80 0.789 1.331 519.85 0.792 1.371 519.90 0.794 1.410 519.95 0.797 1.450 520.00 0.800 1.490 520.05 0.803 1.530 520.10 0.807 1.570 520.15 0.810 1.611 520.20 0.814 1.651 520.25 0.818 1.692 520.30 0.821 1.733 520.35 0.825 1.774 520.40 0.828 1.816 520.45 0.832 1.857 520.50 0.835 1.899 520.55 0.838 1.941 Drainage VA-Albemarle 10-Year Duration=14 min, Inten=4.69 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 14 Time span=0.00-3.00 hrs, dt=0.01 hrs, 301 points Runoff by Rational method, Rise/Fall=1.0/1.0 xTc Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Drainage Runoff Area=65.000 ac 0.00% Impervious Runoff Depth=0.66" Tc=14.0 min C=0.60 Runoff=181.95 cfs 3.552 of Pond 2P: Pond Peak Elev=520.62' Storage=1.999 af Inflow=181.95 cfs 3.552 af Outflow=96.11 cfs 3.428 af Total Runoff Area=65.000 ac Runoff Volume=3.552 af Average Runoff Depth =0.66" 100.00% Pervious=65.000 ac 0.00% Impervious=0.000 ac Drainage VA-Albemarle 10-Year Duration=14 min, Inten=4.69 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 1S: Drainage Runoff = 181.95 cfs @ 0.23 hrs, Volume= 3.552 af, Depth= 0.66" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs VA-Albemarle 10-Year Duration=14 min, Inten=4.69 in/hr Area (ac) C Description 65.000 0.60 65.000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 Direct Entry, Subcatchment 1S: Drainage Hydrograph 200 ®Runoff 190 - 181.95 cfa 180 " VA Albemarle 10-Year 170 " 160 Bu.ra#ion=i4 min, 150 In#en= �69 in/hr ,40 130 " ___ Runoff Area=65:000 ac--- 121 ' ' 110 " I- .", t Runoff-Vol ume=3,552-af--- 100 - . 90 Runoff__Depth_=_O.fifi.. 8o Tc=1-4.0 min 50 " C-0.60 40 " 30 20 10 0 ... _J`„.e3�k✓.". , ,....t ,..Y .tom. .... ;°.',/-.,;" . .Y . ". ✓, . .,. .. .._.. .dr.j. 0 1 2 3 Time (hours) Drainage VA-Albemarle 10-Year Duration=14 min, Inten=4.69 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Pace 16 Hydrograph for Subcatchment 1S: Drainage Time Runoff Time Runoff Time Runoff (hours) (cfs) (hours) (cfs) (hours) (cfs) 0.00 0.00 1.04 0.00 2.08 0.00 0.02 15.79 1.06 0.00 2.10 0.00 0.04 31.59 1.08 0.00 2.12 0.00 0.06 47.38 1.10 0.00 2.14 0.00 0.08 63.17 1.12 0.00 2.16 0.00 0.10 78.97 1.14 0.00 2.18 0.00 0.12 94.76 1.16 0.00 2.20 0.00 0.14 110.55 1.18 0.00 2.22 0.00 0.16 126.35 1.20 0.00 2.24 0.00 0.18 142.14 1.22 0.00 2.26 0.00 0.20 157.93 1.24 0.00 2.28 0.00 0.22 173.73 1.26 0.00 2.30 0.00 0.24 178.99 1.28 0.00 2.32 0.00 0.26 163.20 1.30 0.00 2.34 0.00 0.28 147.41 1.32 0.00 2.36 0.00 0.30 131.61 1.34 0.00 2.38 0.00 0.32 115.82 1.36 0.00 2.40 0.00 0.34 100.03 1.38 0.00 2.42 0.00 0.36 84.23 1.40 0.00 2.44 0.00 0.38 68.44 1.42 0.00 2.46 0.00 0.40 52.64 1.44 0.00 2.48 0.00 0.42 36.85 1.46 0.00 2.50 0.00 0.44 21.06 1.48 0.00 2.52 0.00 0.46 5.26 1.50 0.00 2.54 0.00 0.48 0.00 1.52 0.00 2.56 0.00 0.50 0.00 1.54 0.00 2.58 0.00 0.52 0.00 1.56 0.00 2.60 0.00 0.54 0.00 1.58 0.00 2.62 0.00 0.56 0.00 1.60 0.00 2.64 0.00 0.58 0.00 1.62 0.00 2.66 0.00 0.60 0.00 1.64 0.00 2.68 0.00 0.62 0.00 1.66 0.00 2.70 0.00 0.64 0.00 1.68 0.00 2.72 0.00 0.66 0.00 1.70 0.00 2.74 0.00 0.68 0.00 1.72 0.00 2.76 0.00 0.70 0.00 1.74 0.00 2.78 0.00 0.72 0.00 1.76 0.00 2.80 0.00 0.74 0.00 1.78 0.00 2.82 0.00 0.76 0.00 1.80 0.00 2.84 0.00 0.78 0.00 1.82 0.00 2.86 0.00 0.80 0.00 1.84 0.00 2.88 0.00 0.82 0.00 1.86 0.00 2.90 0.00 0.84 0.00 1.88 0.00 2.92 0.00 0.86 0.00 1.90 0.00 2.94 0.00 0.88 0.00 1.92 0.00 2.96 0.00 0.90 0.00 1.94 0.00 2.98 0.00 0.92 0.00 1.96 0.00 3.00 0.00 0.94 0.00 1.98 0.00 0.96 0.00 2.00 0.00 0.98 0.00 2.02 0.00 1.00 0.00 2.04 0.00 1.02 0.00 2.06 0.00 Drainage VA Albemarle 10-Year Duration=14 min, Inten=4.69 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 17 Summary for Pond 2P: Pond Inflow Area = 65.000 ac, 0.00% Impervious, Inflow Depth = 0.66" for 10-Year event Inflow = 181.95 cfs @ 0.23 hrs, Volume= 3.552 af Outflow = 96.11 cfs @ 0.35 hrs, Volume= 3.428 af, Atten= 47%, Lag= 6.8 min Primary = 96.11 cfs @ 0.35 hrs, Volume= 3.428 af Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Peak Elev= 520.62' @ 0.35 hrs Surf.Area= 0.843 ac Storage= 1.999 af Plug-Flow detention time= 20.4 min calculated for 3.428 af(96% of inflow) Center-of-Mass det. time= 20.0 min ( 34.0 - 14.0 ) Volume Invert Avail.Storage Storage Description #1 518.00' 3.230 af Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 518.00 0.690 0.000 0.000 520.00 0.800 1.490 1.490 522.00 0.940 1.740 3.230 Device Routing Invert Outlet Devices #1 Primary 518.00' 48.0" Round Culvert X 2.00 L= 40.0' Ke= 0.500 Inlet/Outlet Invert= 518.00'/516.40' S= 0.0400 '1 Cc= 0.900 n= 0.013 #2 Primary 522.00' 20.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=96.05 cfs @ 0.35 hrs HW=520.62' (Free Discharge) L1=Culvert (Inlet Controls 96.05 cfs @ 5.51 fps) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Drainage VA-Albemarle 10-Year Duration=14 min, Inten=4.69 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 18 Pond 2P: Pond Hydrograph ■Inflow 20011271 r C /� Primary 190 InflowJArea=65i000 ac 180 170 -- Peak Elev 520 62' 160 ��++' n A 150 Storage=1 Drainage VA Albemarle 10-Year Duration=14 min, Inten=4.69 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 19 Pond 2P: Pond Stage-Area-Storage Surface/Horizontal/Wetted Area(acres) 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0.55 0.6 0.65 0.7 0.75 0.8 0.85 0.9 ■Surface i . . . 1 . .. 1 . . . 1 . . . i . .. . . . . .. 1 . .. ®Storage 522 521—" m o 520— m m ‘" w 519- 518 0 1 2 3 Storage(acre-feet) Drainage VA Albemarle 10-Year Duration=14 min, Inten=4.69 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 20 Hydrograph for Pond 2P: Pond Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfsj 0.00 0.00 0.000 518.00 0.00 0.10 78.97 0.320 518.46 3.64 0.20 157.93 1.153 519.57 39.18 0.30 131.61 1.927 520.53 90.95 0.40 52.64 1.910 520.51 89.77 0.50 0.00 1.441 519.94 57.21 0.60 0.00 1.072 519.47 34.48 0.70 0.00 0.842 519.17 22.39 0.80 0.00 0.688 518.96 15.47 0.90 0.00 0.579 518.81 11.23 1.00 0.00 0.498 518.70 8.47 1.10 0.00 0.436 518.62 6.59 1.20 0.00 0.388 518.55 5.26 1.30 0.00 0.348 518.50 4.29 1.40 0.00 0.316 518.45 3.56 1.50 0.00 0.289 518.41 2.99 1.60 0.00 0.266 518.38 2.55 1.70 0.00 0.247 518.35 2.20 1.80 0.00 0.230 518.33 1.92 1.90 0.00 0.215 518.31 1.68 2.00 0.00 0.202 518.29 1.49 2.10 0.00 0.190 518.27 1.33 2.20 0.00 0.180 518.26 1.19 2.30 0.00 0.170 518.24 1.07 2.40 0.00 0.162 518.23 0.97 2.50 0.00 0.154 518.22 0.89 2.60 0.00 0.147 518.21 0.81 2.70 0.00 0.141 518.20 0.74 2.80 0.00 0.135 518.19 0.68 2.90 0.00 0.130 518.19 0.63 3.00 0.00 0.125 518.18 0.58 Drainage VA Albemarle 10-Year Duration=14 min, Inten=4.69 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 21 Stage-Discharge for Pond 2P: Pond Elevation Primary Elevation Primary Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs) 518.00 0.00 519.04 18.03 520.08 64.85 521.12 126.49 518.02 0.01 519.06 18.69 520.10 65.95 521.14 127.69 518.04 0.03 519.08 19.37 520.12 67.05 521.16 128.89 518.06 0.07 519.10 20.06 520.14 68.16 521.18 130.09 518.08 0.12 519.12 20.76 520.16 69.28 521.20 131.28 518.10 0.18 519.14 21.46 520.18 70.40 521.22 132.47 518.12 0.26 519.16 22.18 520.20 71.53 521.24 133.65 518.14 0.35 519.18 22.91 520.22 72.66 521.26 134.83 518.16 0.46 519.20 23.65 520.24 73.79 521.28 136.00 518.18 0.58 519.22 24.40 520.26 74.94 521.30 137.17 518.20 0.72 519.24 25.16 520.28 76.08 521.32 138.34 518.22 0.86 519.26 25.93 520.30 77.23 521.34 139.50 518.24 1.03 519.28 26.71 520.32 78.39 521.36 140.65 518.26 1.20 519.30 27.50 520.34 79.55 521.38 141.80 518.28 1.39 519.32 28.29 520.36 80.71 521.40 142.94 518.30 1.60 519.34 29.10 520.38 81.88 521.42 144.08 518.32 1.81 519.36 29.92 520.40 83.05 521.44 145.20 518.34 2.04 519.38 30.75 520.42 84.22 521.46 146.32 518.36 2.29 519.40 31.58 520.44 85.40 521.48 147.43 518.38 2.55 519.42 32.43 520.46 86.58 521.50 148.54 518.40 2.82 519.44 33.28 520.48 87.77 521.52 149.63 518.42 3.10 519.46 34.14 520.50 88.96 521.54 150.71 518.44 3.40 519.48 35.02 520.52 90.15 521.56 151.79 518.46 3.71 519.50 35.90 520.54 91.34 521.58 152.85 518.48 4.03 519.52 36.79 520.56 92.54 521.60 153.91 518.50 4.37 519.54 37.68 520.58 93.74 521.62 154.95 518.52 4.71 519.56 38.59 520.60 94.94 521.64 155.98 518.54 5.08 519.58 39.51 520.62 96.14 521.66 157.00 518.56 5.45 519.60 40.43 520.64 97.35 521.68 158.00 518.58 5.84 519.62 41.36 520.66 98.56 521.70 158.99 518.60 6.23 519.64 42.30 520.68 99.77 521.72 159.96 518.62 6.65 519.66 43.25 520.70 100.98 521.74 160.92 518.64 7.07 519.68 44.21 520.72 102.19 521.76 161.86 518.66 7.51 519.70 45.17 520.74 103.41 521.78 162.78 518.68 7.95 519.72 46.14 520.76 104.62 521.80 163.69 518.70 8.41 519.74 47.12 520.78 105.84 521.82 164.57 518.72 8.89 519.76 48.11 520.80 107.06 521.84 165.43 518.74 9.37 519.78 49.10 520.82 108.28 521.86 166.27 518.76 9.87 519.80 50.11 520.84 109.49 521.88 167.08 518.78 10.38 519.82 51.11 520.86 110.71 521.90 167.86 518.80 10.90 519.84 52.13 520.88 111.93 521.92 168.61 518:82 11.43 519.86 53.15 520.90 113.15 521.94 169.32 518.84 11.97 519.88 54.18 520.92 114.37 521.96 169.99 518.86 12.53 519.90 55.22 520.94 115.59 521.98 170.61 518.88 13.09 519.92 56.27 520.96 116.80 522.00 171.14 518.90 13.67 519.94 57.32 520.98 118.02 518.92 14.26 519.96 58.37 521.00 119.24 518.94 14.86 519.98 59.44 521.02 120.45 518.96 15.47 520.00 60.51 521.04 121.66 518.98 16.10 520.02 61.58 521.06 122.87 519.00 16.73 520.04 62.66 521.08 124.08 519.02 17.37 520.06 63.75 521.10 125.29 Drainage VA Albemarle 10-Year Duration=14 min, Inten=4.69 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Pape 22 Stage-Area-Storage for Pond 2P: Pond Elevation Surface Storage Elevation Surface Storage (feet) (acres) (acre-feet) (feet) (acres) (acre-feet) 518.00 0.690 0.000 520.60 0.842 1.983 518.05 0.693 0.035 520.65 0.845 2.025 518.10 0.696 0.069 520.70 0.849 2.067 518.15 0.698 0.104 520.75 0.852 2.110 518.20 0.701 0.139 520.80 0.856 2.152 518.25 0.704 0.174 520.85 0.860 2.195 518.30 0.706 0.209 520.90 0.863 2.238 518.35 0.709 0.245 520.95 0.867 2.282 518.40 0.712 0.280 521.00 0.870 2.325 518.45 0.715 0.316 521.05 0.873 2.369 518.50 0.718 0.352 521.10 0.877 2.412 518.55 0.720 0.388 521.15 0.880 2.456 518.60 0.723 0.424 521.20 0.884 2.500 518.65 0.726 0.460 521.25 0.887 2.545 518.70 0.729 0.496 521.30 0.891 2.589 518.75 0.731 0.533 521.35 0.895 2.634 518.80 0.734 0.570 521.40 0.898 2.679 518.85 0.737 0.606 521.45 0.902 2.724 518.90 0.739 0.643 521.50 0.905 2.769 518.95 0.742 0.680 521.55 0.908 2.814 519.00 0.745 0.718 521.60 0.912 2.860 519.05 0.748 0.755 521.65 0.915 2.905 519.10 0.751 0.792 521.70 0.919 2.951 519.15 0.753 0.830 521.75 0.922 2.997 519.20 0.756 0.868 521.80 0.926 3.043 519.25 0.759 0.905 521.85 0.930 3.090 519.30 0.761 0.943 521.90 0.933 3.136 519.35 0.764 0.982 521.95 0.937 3.183 519.40 0.767 1.020 522.00 0.940 3.230 519.45 0.770 1.058 519.50 0.772 1.097 519.55 0.775 1.136 519.60 0.778 1.174 519.65 0.781 1.213 519.70 0.784 1.252 519.75 0.786 1.292 519.80 0.789 1.331 519.85 0.792 1.371 519.90 0.794 1.410 519.95 0.797 1.450 520.00 0.800 1.490 520.05 0.803 1.530 520.10 0.807 1.570 520.15 0.810 1.611 520.20 0.814 1.651 520.25 0.818 1.692 520.30 0.821 1.733 520.35 0.825 1.774 520.40 0.828 1.816 520.45 0.832 1.857 520.50 0.835 1.899 520.55 0.838 1.941 Drainage VA-Albemarle 25-Year Duration=14 min, Inten=5.25 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 23 Time span=0.00-3.00 hrs, dt=0.01 hrs, 301 points Runoff by Rational method, Rise/Fall=1.0/1.0 xTc Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Drainage Runoff Area=65.000 ac 0.00% Impervious Runoff Depth=0.74" Tc=14.0 min C=0.60 Runoff=204.05 cfs 3.984 af Pond 2P: Pond Peak Elev=520.85' Storage=2.192 af Inflow=204.05 cfs 3.984 af Outflow=109.90 cfs 3.858 af Total Runoff Area =65.000 ac Runoff Volume=3.984 af Average Runoff Depth =0.74" 100.00% Pervious=65.000 ac 0.00%Impervious=0.000 ac Drainage VA Albemarle 25-Year Duration=l4 min, Inten=5.25 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 1S: Drainage Runoff = 204.05 cfs @ 0.23 hrs, Volume= 3.984 af, Depth= 0.74" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs VA-Albemarle 25-Year Duration=14 min, Inten=5.25 in/hr Area (ac) C Description 65.000 0.60 65.000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 Direct Entry, Subcatchment 1S: Drainage Hydrograph 220:" ®Runoff 210: 1 204.05 cfa I 200i� - VA Albemarle 25-Year- 190-" 160= au-rati©n=l-4 176(01, Inten=5:-25-inlhr--- 140-" -- Runoff Area 65.000 ac 130=" - ,20 Runoff Volume=3.984-af-- o „o - • ,00 Runoff_Depth= . 0 74__-- 901 601 Tc='C4:0__min_-_ 60 =Q. O 50i 40= 30= 20= 0 1 2 3 Time (hours) Drainage VA Albemarle 25-Year Duration=14 min, Inten=5.25 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 25 Hydrograph for Subcatchment 1S: Drainage Time Runoff Time Runoff Time Runoff (hours) (cfs) , (hours) (cfs) (hours) (cfs) 0.00 0.00 1.04 0.00 2.08 0.00 0.02 17.71 1.06 0.00 2.10 0.00 0.04 35.42 1.08 0.00 2.12 0.00 0.06 53.13 1.10 0.00 2.14 0.00 0.08 70.85 1.12 0.00 2.16 0.00 0.10 88.56 1.14 0.00 2.18 0.00 0.12 106.27 1.16 0.00 2.20 0.00 0.14 123.98 1.18 0.00 2.22 0.00 0.16 141.69 1.20 0.00 2.24 0.00 0.18 159.40 1.22 0.00 2.26 0.00 0.20 177.11 1.24 0.00 2.28 0.00 0.22 194.82 1.26 0.00 2.30 0.00 0.24 200.73 1.28 0.00 2.32 0.00 0.26 183.02 1.30 0.00 2.34 0.00 0.28 165.31 1.32 0.00 2.36 0.00 0.30 147.59 1.34 0.00 2.38 0.00 0.32 129.88 1.36 0.00 2.40 0.00 0.34 112.17 1.38 0.00 2.42 0.00 0.36 94.46 1.40 0.00 2.44 0.00 0.38 76.75 1.42 0.00 2.46 0.00 0.40 59.04 1.44 0.00 2.48 0.00 0.42 41.33 1.46 0.00 2.50 0.00 0.44 23.62 1.48 0.00 2.52 0.00 0.46 5.90 1.50 0.00 2.54 0.00 0.48 0.00 1.52 0.00 2.56 0.00 0.50 0.00 1.54 0.00 2.58 0.00 0.52 0.00 1.56 0.00 2.60 0.00 0.54 0.00 1.58 0.00 2.62 0.00 0.56 0.00 1.60 0.00 2.64 0.00 0.58 0.00 1.62 0.00 2.66 0.00 0.60 0.00 1.64 0.00 2.68 0.00 0.62 0.00 1.66 0.00 2.70 0.00 0.64 0.00 1.68 0.00 2.72 0.00 0.66 0.00 1.70 0.00 2.74 0.00 0.68 0.00 1.72 0.00 2.76 0.00 0.70 0.00 1.74 0.00 2.78 0.00 0.72 0.00 1.76 0.00 2.80 0.00 0.74 0.00 1.78 0.00 2.82 0.00 0.76 0.00 1.80 0.00 2.84 0.00 0.78 0.00 1.82 0.00 2.86 0.00 0.80 0.00 1.84 0.00 2.88 0.00 0.82 0.00 1.86 0.00 2.90 0.00 0.84 0.00 1.88 0.00 2.92 0.00 0.86 0.00 1.90 0.00 2.94 0.00 0.88 0.00 1.92 0.00 2.96 0.00 0.90 0.00 1.94 0.00 2.98 0.00 0.92 0.00 1.96 0.00 3.00 0.00 0.94 0.00 1.98 0.00 0.96 0.00 2.00 0.00 0.98 0.00 2.02 0.00 1.00 0.00 2.04 0.00 1.02 0.00 2.06 0.00 Drainage VA Albemarle 25-Year Duration=14 min, Inten=5.25 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 26 Summary for Pond 2P: Pond Inflow Area = 65.000 ac, 0.00% Impervious, Inflow Depth = 0.74" for 25-Year event Inflow = 204.05 cfs @ 0.23 hrs, Volume= 3.984 af Outflow = 109.90 cfs @ 0.34 hrs, Volume= 3.858 af, Atten= 46%, Lag= 6.6 min Primary = 109.90 cfs @ 0.34 hrs, Volume= 3.858 af Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Peak Elev= 520.85' @ 0.34 hrs Surf.Area= 0.859 ac Storage= 2.192 af Plug-Flow detention time= 19.5 min calculated for 3.858 af(97% of inflow) Center-of-Mass det. time= 19.1 min ( 33.1 - 14.0 ) Volume Invert Avail.Storage Storage Description #1 518.00' 3.230 af Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 518.00 0.690 0.000 0.000 520.00 0.800 1.490 1.490 522.00 0.940 1.740 3.230 Device Routing Invert Outlet Devices #1 Primary 518.00' 48.0" Round Culvert X 2.00 L= 40.0' Ke= 0.500 Inlet/Outlet Invert= 518.00'/516.40' S= 0.0400 '/' Cc= 0.900 n= 0.013 #2 Primary 522.00' 20.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=109.85 cfs @ 0.34 hrs HW=520.85' (Free Discharge) t1=Culvert (Inlet Controls 109.85 cfs @ 5.74 fps) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Drainage VA Albemarle 25-Year Duration=14 min, Inten=5.25 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 27 Pond 2P: Pond Hydrograph •Inflow ®Primary 210: -1nflowiArea-=65.000--ac 200=".•-. 1901-- .. Peak EIev=520 Drainage VA Albemarle 25-Year Duration=14 min, Inten=5.25 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 28 • Pond 2P: Pond Stage-Area-Storage Surface/Horizontal/Wetted Area(acres) 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0.55 0.6 0.65 0.7 0.75 0.8 0.85 0.9 ■Surface ®Storage 522 r r r 521- % m m o 5201 > m - w I- 519- 0 19-0 1 2 3 Storage(acre-feet) Drainage VA Albemarle 25-Year Duration=14 min, Inten=5.25 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 29 Hydrograph for Pond 2P: Pond Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 0.00 0.00 0.000 518.00 0.00 0.10 88.56 0.358 518.51 4.52 0.20 177.11 1.279 519.73 46.84 0.30 147.59 2.120 520.76 104.76 0.40 59.04 2.084 520.72 102.21 0.50 0.00 1.550 520.07 64.53 0.60 0.00 1.137 519.55 38.22 0.70 0.00 0.884 519.22 24.45 0.80 0.00 0.717 519.00 16.69 0.90 0.00 0.599 518.84 11.99 1.00 0.00 0.514 518.72 8.98 1.10 0.00 0.448 518.63 6.94 1.20 0.00 0.397 518.56 5.51 1.30 0.00 0.356 518.51 4.48 1.40 0.00 0.323 518.46 3.70 1.50 0.00 0.295 518.42 3.11 1.60 0.00 0.271 518.39 2.64 1.70 0.00 0.251 518.36 2.27 1.80 0.00 0.233 518.33 1.97 1.90 0.00 0.218 518.31 1.73 2.00 0.00 0.204 518.29 1.53 2.10 0.00 0.193 518.28 1.36 2.20 0.00 0.182 518.26 1.22 2.30 0.00 0.172 518.25 1.09 2.40 0.00 0.164 518.24 0.99 2.50 0.00 0.156 518.22 0.90 2.60 0.00 0.149 518.21 0.82 2.70 0.00 0.142 518.20 0.75 2.80 0.00 0.136 518.20 0.69 2.90 0.00 0.131 518.19 0.64 3.00 0.00 0.126 518.18 0.59 Drainage VA Albemarle 25-Year Duration=14 min, Inten=5.25 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 30 Stage-Discharge for Pond 2P: Pond Elevation Primary Elevation Primary Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) (feet) (cfsl (feet) (cfs) 518.00 0.00 519.04 18.03 520.08 64.85 521.12 126.49 518.02 0.01 519.06 18.69 520.10 65.95 521.14 127.69 518.04 0.03 519.08 19.37 520.12 67.05 521.16 128.89 518.06 0.07 519.10 20.06 520.14 68.16 521.18 130.09 518.08 0.12 519.12 20.76 520.16 69.28 521.20 131.28 518.10 0.18 519.14 21.46 520.18 70.40 521.22 132.47 518.12 0.26 519.16 22.18 520.20 71.53 521.24 133.65 518.14 0.35 519.18 22.91 520.22 72.66 521.26 134.83 518.16 0.46 519.20 23.65 520.24 73.79 521.28 136.00 518.18 0.58 519.22 24.40 520.26 74.94 521.30 137.17 518.20 0.72 519.24 25.16 520.28 76.08 521.32 138.34 518.22 0.86 519.26 25.93 520.30 77.23 521.34 139.50 518.24 1.03 519.28 26.71 520.32 78.39 521.36 140.65 518.26 1.20 519.30 27.50 520.34 79.55 521.38 141.80 518.28 1.39 519.32 28.29 520.36 80.71 521.40 142.94 518.30 1.60 519.34 29.10 520.38 81.88 521.42 144.08 518.32 1.81 519.36 29.92 520.40 83.05 521.44 145.20 518.34 2.04 519.38 30.75 520.42 84.22 521.46 146.32 518.36 2.29 519.40 31.58 520.44 85.40 521.48 147.43 518.38 2.55 519.42 32.43 520.46 86.58 521.50 148.54 518.40 2.82 519.44 33.28 520.48 87.77 521.52 149.63 518.42 3.10 519.46 34.14 520.50 88.96 521.54 150.71 518.44 3.40 519.48 35.02 520.52 90.15 521.56 151.79 518.46 3.71 519.50 35.90 520.54 91.34 521.58 152.85 518.48 4.03 519.52 36.79 520.56 92.54 521.60 153.91 518.50 4.37 519.54 37.68 520.58 93.74 521.62 154.95 518.52 4.71 519.56 38.59 520.60 94.94 521.64 155.98 518.54 5.08 519.58 39.51 520.62 96.14 521.66 157.00 518.56 5.45 519.60 40.43 520.64 97.35 521.68 158.00 518.58 5.84 519.62 41.36 520.66 98.56 521.70 158.99 518.60 6.23 519.64 42.30 520.68 99.77 521.72 159.96 518.62 6.65 519.66 43.25 520.70 100.98 521.74 160.92 518.64 7.07 519.68 44.21 520.72 102.19 521.76 161.86 518.66 7.51 519.70 45.17 520.74 103.41 521.78 162.78 518.68 7.95 519.72 46.14 520.76 104.62 521.80 163.69 518.70 8.41 519.74 47.12 520.78 105.84 521.82 164.57 518.72 8.89 519.76 48.11 520.80 107.06 521.84 165.43 518.74 9.37 519.78 49.10 520.82 108.28 521.86 166.27 518.76 9.87 519.80 50.11 520.84 109.49 521.88 167.08 518.78 10.38 519.82 51.11 520.86 110.71 521.90 167.86 518.80 10.90 519.84 52.13 520.88 111.93 521.92 168.61 518.82 11.43 519.86 53.15 520.90 113.15 521.94 169.32 518.84 11.97 519.88 54.18 520.92 114.37 521.96 169.99 518.86 12.53 519.90 55.22 520.94 115.59 521.98 170.61 518.88 13.09 519.92 56.27 520.96 116.80 522.00 171.14 518.90 13.67 519.94 57.32 520.98 118.02 518.92 14.26 519.96 58.37 521.00 119.24 518.94 14.86 519.98 59.44 521.02 120.45 518.96 15.47 520.00 60.51 521.04 121.66 518.98 16.10 520.02 61.58 521.06 122.87 519.00 16.73 520.04 62.66 521.08 124.08 519.02 17.37 520.06 63.75 521.10 125.29 Drainage VA-Albemarle 25-Year Duration=14 min, Inten=5.25 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 31 Stage-Area-Storage for Pond 2P: Pond Elevation Surface Storage Elevation Surface Storage (feet) (acres) (acre-feet) (feet) (acres) (acre-feet) 518.00 0.690 0.000 520.60 0.842 1.983 518.05 0.693 0.035 520.65 0.845 2.025 518.10 0.696 0.069 520.70 0.849 2.067 518.15 0.698 0.104 520.75 0.852 2.110 518.20 0.701 0.139 520.80 0.856 2.152 518.25 0.704 0.174 520.85 0.860 2.195 518.30 0.706 0.209 520.90 0.863 2.238 518.35 0.709 0.245 520.95 0.867 2.282 518.40 0.712 0.280 521.00 0.870 2.325 518.45 0.715 0.316 521.05 0.873 2.369 518.50 0.718 0.352 521.10 0.877 2.412 518.55 0.720 0.388 521.15 0.880 2.456 518.60 0.723 0.424 521.20 0.884 2.500 518.65 0.726 0.460 521.25 0.887 2.545 518.70 0.729 0.496 521.30 0.891 2.589 518.75 0.731 0.533 521.35 0.895 2.634 518.80 0.734 0.570 521.40 0.898 2.679 518.85 0.737 0.606 521.45 0.902 2.724 518.90 0.739 0.643 521.50 0.905 2.769 518.95 0.742 0.680 521.55 0.908 2.814 519.00 0.745 0.718 521.60 0.912 2.860 519.05 0.748 0.755 521.65 0.915 2.905 519.10 0.751 0.792 521.70 0.919 2.951 519.15 0.753 0.830 521.75 0.922 2.997 519.20 0.756 0.868 521.80 0.926 3.043 519.25 0.759 0.905 521.85 0.930 3.090 519.30 0.761 0.943 521.90 0.933 3.136 519.35 0.764 0.982 521.95 0.937 3.183 519.40 0.767 1.020 522.00 0.940 3.230 519.45 0.770 1.058 519.50 0.772 1.097 519.55 0.775 1.136 519.60 0.778 1.174 519.65 0.781 1.213 519.70 0.784 1.252 519.75 0.786 1.292 519.80 0.789 1.331 519.85 0.792 1.371 519.90 0.794 1.410 519.95 0.797 1.450 520.00 0.800 1.490 520.05 0.803 1.530 520.10 0.807 1.570 520.15 0.810 1.611 520.20 0.814 1.651 520.25 0.818 1.692 520.30 0.821 1.733 520.35 0.825 1.774 520.40 0.828 1.816 520.45 0.832 1.857 520.50 0.835 1.899 520.55 0.838 1.941 Drainage VA Albemarle 100-Year Duration=14 min, Inten=6.16 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 32 Time span=0.00-3.00 hrs, dt=0.01 hrs, 301 points Runoff by Rational method, Rise/Fall=1.0/1.0 xTc Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Drainage Runoff Area=65.000 ac 0.00% Impervious Runoff Depth=0.86" Tc=14.0 min C=0.60 Runoff=239.06 cfs 4.667 af Pond 2P: Pond Peak Elev=521.20' Storage=2.498 af Inflow=239.06 cfs 4.667 af Outflow=131.14 cfs 4.540 af Total Runoff Area=65.000 ac Runoff Volume =4.667 af Average Runoff Depth =0.86" 100.00% Pervious=65.000 ac 0.00% Impervious=0.000 ac Drainage VA-Albemarle 100-Year Duration=14 min, lnten=6.16 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 33 Summary for Subcatchment 1S: Drainage Runoff = 239.06 cfs @ 0.23 hrs, Volume= 4.667 af, Depth= 0.86" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs VA-Albemarle 100-Year Duration=14 min, Inten=6.16 in/hr Area (ac) C Description 65.000 0.60 65.000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 Direct Entry, Subcatchment 1S: Drainage Hydrograph 260 ®Runoff 239.06 cfs 240 '" VA-Albemarle 100-Year 220 " 200 " aufation=14 miry, Inten=6 16 in-Mr 180 1fi0 Runoff Area=65:000 ac RunoffVolume=4:667 a! v ," 140 LL 120 Runoff Depth=0.86" 100 Tc=14.0 min 80 " C=0.60_-- 60 40 " 20 0 1 2 3 Time (hours) Drainage VA Albemarle 100-Year Duration=14 min, Inten=6.16 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 34 Hydrograph for Subcatchment 1S: Drainage Time Runoff Time Runoff Time Runoff (hours) (cfs) (hours) (cfs) (hours) (cfs) 0.00 0.00 1.04 0.00 2.08 0.00 0.02 20.75 1.06 0.00 2.10 0.00 0.04 41.50 1.08 0.00 2.12 0.00 0.06 62.25 1.10 0.00 2.14 0.00 0.08 83.00 1.12 0.00 2.16 0.00 0.10 103.75 1.14 0.00 2.18 0.00 0.12 124.50 1.16 0.00 2.20 0.00 0.14 145.25 1.18 0.00 2.22 0.00 0.16 166.00 1.20 0.00 2.24 0.00 0.18 186.75 1.22 0.00 2.26 0.00 0.20 207.50 1.24 0.00 2.28 0.00 0.22 228.26 1.26 0.00 2.30 0.00 0.24 235.17 1.28 0.00 2.32 0.00 0.26 214.42 1.30 0.00 2.34 0.00 0.28 193.67 1.32 0.00 2.36 0.00 0.30 172.92 1.34 0.00 2.38 0.00 0.32 152.17 1.36 0.00 2.40 0.00 0.34 131.42 1.38 0.00 2.42 0.00 0.36 110.67 1.40 0.00 2.44 0.00 0.38 89.92 1.42 0.00 2.46 0.00 0.40 69.17 1.44 0.00 2.48 0.00 0.42 48.42 1.46 0.00 2.50 0.00 0.44 27.67 1.48 0.00 2.52 0.00 0.46 6.92 1.50 0.00 2.54 0.00 0.48 0.00 1.52 0.00 2.56 0.00 0.50 0.00 1.54 0.00 2.58 0.00 0.52 0.00 1.56 0.00 2.60 0.00 0.54 0.00 1.58 0.00 2.62 0.00 0.56 0.00 1.60 0.00 2.64 0.00 0.58 0.00 1.62 0.00 2.66 0.00 0.60 0.00 1.64 0.00 2.68 0.00 0.62 0.00 1.66 0.00 2.70 0.00 0.64 0.00 1.68 0.00 2.72 0.00 0.66 0.00 1.70 0.00 2.74 0.00 0.68 0.00 1.72 0.00 2.76 0.00 0.70 0.00 1.74 0.00 2.78 0.00 0.72 0.00 1.76 0.00 2.80 0.00 0.74 0.00 1.78 0.00 2.82 0.00 0.76 0.00 1.80 0.00 2.84 0.00 0.78 0.00 1.82 0.00 2.86 0.00 0.80 0.00 1.84 0.00 2.88 0.00 0.82 0.00 1.86 0.00 2.90 0.00 0.84 0.00 1.88 0.00 2.92 0.00 0.86 0.00 1.90 0.00 2.94 0.00 0.88 0.00 1.92 0.00 2.96 0.00 0.90 0.00 1.94 0.00 2.98 0.00 0.92 0.00 1.96 0.00 3.00 0.00 0.94 0.00 1.98 0.00 0.96 0.00 2.00 0.00 0.98 0.00 2.02 0.00 1.00 0.00 2.04 0.00 1.02 0.00 2.06 0.00 Drainage VA Albemarle 100-Year Duration=14 min, Inten=6.16 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 35 Summary for Pond 2P: Pond Inflow Area = 65.000 ac, 0.00% Impervious, Inflow Depth = 0.86" for 100-Year event Inflow = 239.06 cfs @ 0.23 hrs, Volume= 4.667 af Outflow = 131.14 cfs @ 0.34 hrs, Volume= 4.540 af, Atten= 45%, Lag= 6.5 min Primary = 131.14 cfs @ 0.34 hrs, Volume= 4.540 af Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Peak Elev= 521.20' @ 0.34 hrs Surf.Area= 0.884 ac Storage= 2.498 af Plug-Flow detention time= 17.9 min calculated for 4.525 af(97% of inflow) Center-of-Mass det. time= 18.0 min ( 32.0 - 14.0 ) Volume Invert Avail.Storage Storage Description #1 518.00' 3.230 af Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 518.00 0.690 0.000 0.000 520.00 0.800 1.490 1.490 522.00 0.940 1.740 3.230 Device Routing Invert Outlet Devices #1 Primary 518.00' 48.0" Round Culvert X 2.00 L= 40.0' Ke= 0.500 Inlet/Outlet Invert= 518.00'/516.40' S= 0.0400 '/' Cc= 0.900 n= 0.013 #2 Primary 522.00' 20.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=131.12 cfs @ 0.34 hrs HW=521.20' (Free Discharge) 11=Culvert (Inlet Controls 131.12 cfs @ 6.09 fps) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Drainage VA-Albemarle 100-Year Duration=14 min, Inten=6.16 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 36 Pond 2P: Pond Hydrograph ■Inflow 260 239.06 a. I Primary 240 Inflow Area=65.000- ac- 220 "••,'•.• ---- Peak-Etav=621-:20`- 200 Storage=2.49$ al 180 -" 160- a 140=" - r° 120 �. 100; 80 60 �,. 407 0 1 2 3 Time (hours) Pond 2P: Pond Stage-Discharge MinenagiMi 522 ®Primary moi, 521- - 0 520-' :i 0 w - 519 518 -. ,' ,'•. . T', ,' . ,' 0 20 40 60 80 100 120 140 160 Discharge (cfs) Drainage VA-Albemarle 100-Year Duration=14 min, Inten=6.16 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 37 Pond 2P: Pond Stage-Area-Storage Surface/Horizontal/Wetted Area(acres) 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0.55 0.6 0.65 0.7 0.75 0.8 0.85 0.9 11Surface ®Storage Y • 522 ,� 521-- m o > m _ W 519-- 518 0 1 2 3 Storage(acre-feet) Drainage VA-Albemarle 100-Year Duration=14 min, Inten=6.16 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 38 Hydrograph for Pond 2P: Pond Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 0.00 0.00 0.000 518.00 0.00 0.10 103.75 0.418 518.59 6.08 0.20 207.50 1.475 519.98 59.52 0.30 172.92 2.423 521.11 126.02 0.40 69.17 2.361 521.04 121.76 0.50 0.00 1.722 520.29 76.43 0.60 0.00 1.238 519.68 44.27 0.70 0.00 0.947 519.31 27.71 0.80 0.00 0.760 519.06 18.58 0.90 0.00 0.630 518.88 13.16 1.00 0.00 0.537 518.75 9.74 1.10 0.00 0.466 518.66 7.47 1.20 0.00 0.411 518.58 5.89 1.30 0.00 0.368 518.52 4.75 1.40 0.00 0.332 518.47 3.91 1.50 0.00 0.302 518.43 3.26 1.60 0.00 0.278 518.40 2.76 1.70 0.00 0.256 518.37 2.37 1.80 0.00 0.238 518.34 2.06 1.90 0.00 0.222 518.32 1.79 2.00 0.00 0.208 518.30 1.59 2.10 0.00 0.196 518.28 1.40 2.20 0.00 0.185 518.27 1.26 2.30 0.00 0.175 518.25 1.13 2.40 0.00 0.166 518.24 1.02 2.50 0.00 0.158 518.23 0.93 2.60 0.00 0.151 518.22 0.85 2.70 0.00 0.144 518.21 0.77 2.80 0.00 0.138 518.20 0.71 2.90 0.00 0.133 518.19 0.66 3.00 0.00 0.127 518.18 0.61 Drainage VA Albemarle 100-Year Duration=14 min, Inten=6.16 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 39 Stage-Discharge for Pond 2P: Pond Elevation Primary Elevation Primary Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs) 518.00 0.00 519.04 18.03 520.08 64.85 521.12 126.49 518.02 0.01 519.06 18.69 520.10 65.95 521.14 127.69 518.04 0.03 519.08 19.37 520.12 67.05 521.16 128.89 518.06 0.07 519.10 20.06 520.14 68.16 521.18 130.09 518.08 0.12 519.12 20.76 520.16 69.28 521.20 131.28 518.10 0.18 519.14 21.46 520.18 70.40 521.22 132.47 518.12 0.26 519.16 22.18 520.20 71.53 521.24 133.65 518.14 0.35 519.18 22.91 520.22 72.66 521.26 134.83 518.16 0.46 519.20 23.65 520.24 73.79 521.28 136.00 518.18 0.58 519.22 24.40 520.26 74.94 521.30 137.17 518.20 0.72 519.24 25.16 520.28 76.08 521.32 138.34 518.22 0.86 519.26 25.93 520.30 77.23 521.34 139.50 518.24 1.03 519.28 26.71 520.32 78.39 521.36 140.65 518.26 1.20 519.30 27.50 520.34 79.55 521.38 141.80 518.28 1.39 519.32 28.29 520.36 80.71 521.40 142.94 518.30 1.60 519.34 29.10 520.38 81.88 521.42 144.08 518.32 1.81 519.36 29.92 520.40 83.05 521.44 145.20 518.34 2.04 519.38 30.75 520.42 84.22 521.46 146.32 518.36 2.29 519.40 31.58 520.44 85.40 521.48 147.43 518.38 2.55 519.42 32.43 520.46 86.58 521.50 148.54 518.40 2.82 519.44 33.28 520.48 87.77 521.52 149.63 518.42 3.10 519.46 34.14 520.50 88.96 521.54 150.71 518.44 3.40 519.48 35.02 520.52 90.15 521.56 151.79 518.46 3.71 519.50 35.90 520.54 91.34 521.58 152.85 518.48 4.03 519.52 36.79 520.56 92.54 521.60 153.91 518.50 4.37 519.54 37.68 520.58 93.74 521.62 154.95 518.52 4.71 519.56 38.59 520.60 94.94 521.64 155.98 518.54 5.08 519.58 39.51 520.62 96.14 521.66 157.00 518.56 5.45 519.60 40.43 520.64 97.35 521.68 158.00 518.58 5.84 519.62 41.36 520.66 98.56 521.70 158.99 518.60 6.23 519.64 42.30 520.68 99.77 521.72 159.96 518.62 6.65 519.66 43.25 520.70 100.98 521.74 160.92 518.64 7.07 519.68 44.21 520.72 102.19 521.76 161.86 518.66 7.51 519.70 45.17 520.74 103.41 521.78 162.78 518.68 7.95 519.72 46.14 520.76 104.62 521.80 163.69 518.70 8.41 519.74 47.12 520.78 105.84 521.82 164.57 518.72 8.89 519.76 48.11 520.80 107.06 521.84 165.43 518.74 9.37 519.78 49.10 520.82 108.28 521.86 166.27 518.76 9.87 519.80 50.11 520.84 109.49 521.88 167.08 518.78 10.38 519.82 51.11 520.86 110.71 521.90 167.86 518.80 10.90 519.84 52.13 520.88 111.93 521.92 168.61 518.82 11.43 519.86 53.15 520.90 113.15 521.94 169.32 518.84 11.97 519.88 54.18 520.92 114.37 521.96 169.99 518.86 12.53 519.90 55.22 520.94 115.59 521.98 170.61 518.88 13.09 519.92 56.27 520.96 116.80 522.00 171.14 518.90 13.67 519.94 57.32 520.98 118.02 518.92 14.26 519.96 58.37 521.00 119.24 518.94 14.86 519.98 59.44 521.02 120.45 518.96 15.47 520.00 60.51 521.04 121.66 518.98 16.10 520.02 61.58 521.06 122.87 519.00 16.73 520.04 62.66 521.08 124.08 519.02 17.37 520.06 63.75 521.10 125.29 Drainage VA-Albemarle 100-Year Duration=14 min, Inten=6.16 in/hr Prepared by Microsoft Printed 3/26/2012 HydroCAD®9.10 s/n 06538 ©2010 HydroCAD Software Solutions LLC Page 40 Stage-Area-Storage for Pond 2P: Pond Elevation Surface Storage Elevation Surface Storage (feet) (acres) (acre-feet) (feet) (acres) (acre-feet) 518.00 0.690 0.000 520.60 0.842 1.983 518.05 0.693 0.035 520.65 0.845 2.025 518.10 0.696 0.069 520.70 0.849 2.067 518.15 0.698 0.104 520.75 0.852 2.110 518.20 0.701 0.139 520.80 0.856 2.152 518.25 0.704 0.174 520.85 0.860 2.195 518.30 0.706 0.209 520.90 0.863 2.238 518.35 0.709 0.245 520.95 0.867 2.282 518.40 0.712 0.280 521.00 0.870 2.325 518.45 0.715 0.316 521.05 0.873 2.369 518.50 0.718 0.352 521.10 0.877 2.412 518.55 0.720 0.388 521.15 0.880 2.456 518.60 0.723 0.424 521.20 0.884 2.500 518.65 0.726 0.460 521.25 0.887 2.545 518.70 0.729 0.496 521.30 0.891 2.589 518.75 0.731 0.533 521.35 0.895 2.634 518.80 0.734 0.570 521.40 0.898 2.679 518.85 0.737 0.606 521.45 0.902 2.724 518.90 0.739 0.643 521.50 0.905 2.769 518.95 0.742 0.680 521.55 0.908 2.814 519.00 0.745 0.718 521.60 0.912 2.860 519.05 0.748 0.755 521.65 0.915 2.905 519.10 0.751 0.792 521.70 0.919 2.951 519.15 0.753 0.830 521.75 0.922 2.997 519.20 0.756 0.868 521.80 0.926 3.043 519.25 0.759 0.905 521.85 0.930 3.090 519.30 0.761 0.943 521.90 0.933 3.136 519.35 0.764 0.982 521.95 0.937 3.183 519.40 0.767 1.020 522.00 0.940 3.230 519.45 0.770 1.058 519.50 0.772 1.097 519.55 0.775 1.136 519.60 0.778 1.174 519.65 0.781 1.213 519.70 0.784 1.252 519.75 0.786 1.292 519.80 0.789 1.331 519.85 0.792 1.371 519.90 0.794 1.410 519.95 0.797 1.450 520.00 0.800 1.490 520.05 0.803 1.530 520.10 0.807 1.570 520.15 0.810 1.611 520.20 0.814 1.651 520.25 0.818 1.692 520.30 0.821 1.733 520.35 0.825 1.774 520.40 0.828 1.816 520.45 0.832 1.857 520.50 0.835 1.899 520.55 0.838 1.941 Q 0o�. .. m .- -. -, 8 Ni N N r n r n n eon or e 0 F .w N 6 < vpl 'V .D .G TT .n . 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Date: l 9 of q Project Drainage Area Designation L storm pollutant export in pounds, L=[P(Pj)Rv/12][C(A)2.72] Rv mean runoff coefficient, Rv=0.05+0.009(1) Pj small storm correction factor,0.9 1 percent imperviousness P annual precipitation,43"In Albemarle A project area in acres in subject drainage area, 1.--;----1-2--,---g71 C pollutant concentration,mg/1 or ppm target phosphorus • f factor applied to RR ✓ required treatment volume in cy,0.5"over imperv.area= A(I)43560(0.5/12)/27 RR required removal, L(post)-f x L(pre) 2.5.2-‹k — (, ( Q1 0 7, t i %RR removal efficiency, RR100/L(post) Impervious Cover Computation(values in feet&square feet) . !Item 1 jpre-development Areajpost-development Area I ' IRoads Length Width subtotal • Length Width subtotal 1 0 I 0 0 0 i i 0 0 r 0 0 1 0_,V0o ' 0 !Driveways — Length Width no. subtotal Length Width no. subtotal . land walks 1 _i_ 0 ' 0 , .. _ 1 - 0 ► _:• _ I �� i 0 Parking Lots_ 1 2 3 4 1 2 3 4 i -11 . _ _. Id _c — 0 r ___ ,Structures Area no. subtotal f Area no. subtotal , 0 0 0 ( 0 0 0 0 0 0 [ 0 _ ' _..o Oi_ 0 Sct. 'c _I. 0 ------- lActively-grazed pasture& Area Area ;yards and cultivated turf Ix 0.08= ! x 0.08= ;Active crop land Area Area —____ x0.25= I x0.25= ,Other Impervious Areas rig , . 36 aSa ©•$5 �1c. I-3.825. Impervious Cover. -- • • _ [c.601 0/5 Ia.9 .121 % _ ((pre) ,(post) Rv(post)i V ='0.32. 0_05x ...._.__i • \I 1:4-51- New Development(For Development Areas,existing impervious cover<=20% C i f I I(pre)• Rv(pre) L(pre) L(post) i RR I %RR Area Type r�'f,� Q 'A ' ;7'•"..,'':;;.... 0 .]r� X5:2 ;l i �.Qs.i(�Development • 40 • •:,:41Q11.' '{, ',4!', , 1 - — _ _ Drinking Water Watersheds • ,1:,;i,! _ . r :.3.. ; ' . Other Rural Land •min.values . Redevelopment(For Development Areas,existing imperviouu cover> 2 0%) _ „ i C —r -f l(pie).* Rv(•-re) L(pre) L(post) -RR 1 %RAArea Type pe 4 �0ij�. a,j A ' Development nt j Drinking Nate r Vaterstedskirt K # ). „• 4f- 4ir11 �y, � . . ,, 11r' '} 5! a ` u, t� . - „.....,i1 Other Rural Land Interim Manual,Page 20 rev.31 March 1998 GEB POND VOLUME QUANTITIES • WESTMINSTER CANTERBURY PROJECT: PHASE 1-A BIO-RETENTION POND JOB#: 97-018-23 DESCRIPTION: POND VOLUME SHEET 1 OF 1 DIST X SECT AVG.AREA VOLUME STATION AREA,ACRES ACRES ACRE FEET 518 %EE 0.68 / //;/ijAt. %/i/iii�r /��%i / 0.805 121 0.53 %i //' i!' 0.2855 0.571 , ; 0.041 0.1755 I 0.351 %/ 0.31 %!%%/iii% z %ii%%%%% 0.255 0.51 510 1,,g,/ / 0.2 I iii%/ %i%i/ %/i/% // / < % / //i 0.17 0.34 I 505„, %// /% 0.14 o/ i / ;? '/ %�;IA/ z „'0. %/, 0.12 0.24 5 ,,/%%ii 0.1 %/ %% /i%% i %i/ I ii �/ //s /i/;/%iii'%i I I /11 10101M. 7////% // //iai/i/%//,, I I I , %'' ,%% //i i/rte iii//�% i ///j,ii iiii // / 'r r -�%�l/ /r"moi, • // iii,/// ✓%///ii�i / / ;/waiii / % %moi I /j %/ 1 r//�.; / ism ,/, /-/- ' / % %//'ii'% I I ` TOTAL ACRE FEET %!j%/%'/ 1 WESTMINSTER CANTERBURY PHASE 1-A BIO-RETENTION POND AND PARK TRAIL GRADING AND LAYOUT MINOR AMENDMENT POND VOLUMES JUNE 16, 2005 97-018-23 4111141 518 512 29,836.36 SQ.FT 13,922.62 SQ.FT 0.68 ACRES 0.31 ACRES 510 8,865.09 SQ.FT 516 0.20 ACRES 23,199.28 SQ.FT 0.53 ACRES 445086,502 0.14 ACRES 514 18,204.19 SQ.FT 0.41 ACRES 506 4,464.59 SQ.FT 0.10 ACRES 1;1 • ` - ,,� W G � �b2�/- '�'o� ,off 'i_ _._ ..__. _- .---- _.IS3..__ e.- -.. .. 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G 1417-c G3t4iimwt-trz . • . 10 •fi.,_ .1---40 ,,k ......,_ ..... 4E5 R c;F) PERIOD INTENSITY PEAK FLIP TIME OF CONCENTRATION.: 14 MIN ( YEARS ) ( IN/HR ) ( US ) C-FACT0R=0 .600 --------- AREA... 65.00 ACRES 2 3 .55 138 .45 5 4 .30 167 .70 10 4 .85 189 .15 25 5 .70 222 .30 50 6 .30 245 .70 100 7 .00 270 .00 HYDROGRAPH ---------- TIME OF CONCENTRATION -44 .0 MIN STORM DURATION --:14 .0 MIN TIME 02 05 010 025 050 0100 ( MIN ) ( cFs ) ( CFS ) ( CF.'S ) ( CFS ) ( CFS ) (cFs) . -- -- ----- ----- ----- ----- ----- - - --- 0 .0 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 1 .0 9 .89 11 .98 13 .51 15 .88 17 .55 .19 .50 2 .0 19 .78 23 .96 27 .02 31 .76 35 .10 39 .00 ' .0 29 .67 35 .94 40 .53 4/ .64 52.65 58 .50 .0 39 .56 17 .91 54 .04 63 .51 70 .20 78 .00 5.0 49 .45 59 .89 67 .55 79 .39 87 .75 97 .50 6 .0 59 .34 71 .87 81 .06 95 .27 105 .30 117 .00 7.0 69 .23 83 .85 94 .58 111 .15 122 .05 136 .50 8.0 79 .11 95 .83 108 .09 127 .03 110 .40 156 .00 9.0 89 .00 107 .81 121 .60 142 .91 157 .95 175 .50 10.0 98 .89 119 .79 135 .11 158 .79 175 .50 195 .00 11 .0 108 .78 131 .76 148 .62 174 .66 193 .05 214 .50 12 .0 118 .67 143 .74 162 .13 190 .54 210 .60 234 .00 13.0 128 .56 155 .72 175 .64 206 .42 228 .15 253 .50 14 .0 138 .45 167 .70 189 .15 222 .30 245 .70 273 .00 15.0 132 .53 1.60 .53 181 .06 212 .79 235 .19 261 .32 16.0 126 .61 153 .35 172 .97 203 .28 924 .68 249 .65 17.0 120 .68 146 . 18 164 .88 193 .78 214 . 17 237 .97 18.0 114 .76 139 .01 156 .79 184 .27 203 .66 226 .29 19.0 108 .84 131 .04 148 .70 174 ./6 193 .16 214 .62 20.0 102 .92 124 .66 140 .61 165 .25 182 .65 202 .94 21 .0 97 .00 117 .49 132 .52 155 .74 172 .14 191 .26 22.0 91 .08 110 .32 324 .43 '146 .23 161 .63 179 .59 23.0 85 . 15 103 . 14 116 .34 136.73 1.51 .12 167 .91 24 .0 79 .23 95 .97 108 .25 127 .22 140 .61 156 .23 25.0 73 .31 08 .80 100 .16 117 .71 100 .10 144 .56 26 .0 67 .39 81 .63 92 .07 108 .20 119.59 132 .88 27 .0 61 .47 74 .45 83 .98 98 .69 109 .08 121 .20 2q,0 55 .55 67 .28 75 .89 89 .19 98 .57 109 .53 , 0 49 .62 60 .11 67 .80 79 .68 88 .07 97 .85 30.0 40 .70 52 .94 59 :71 70 .17 77 .56 86 .17 31 .0 37 .78 45 .76 ' 51 .62 60.66 67 .05 74 .50 32.0 31 .86 38 .59 43 .53 51 .15 56 .54 62 .82 33 .0 25 .94 31 .42 35 .44 41 .65 46 .03 51 .14 34.0 20 .02 24 .24 27 .35 32 .1.4 35 .52 39 .47 2,r; 0 IA AO 1 '7 n7 in -Ir. -- -- _ .' •1. _i ,i 11 L++ 1. , 1 .. 1 '4 .:iti 1 i. , IJ 37 .0 • 2 .25 2 .73 3 .07 3 .61 '.99 4 .44 :********************: ****: ac******** :***************a :.. ********************** :. ROUT VERSION 5 .2 ** PROJECT: WCBR 10 YR ** DATE: 06-••15--2005* :: ******************** KIK: ***************%K***************************%K********* STRUCTURE1 STRUCTURE 2 STRUCTURE 3 ----------- 1 : TYPE 2: PIPE 2 : PIPE 1 : WEIR JEIR: • 2: ELEVATION ( FT ) 0 .00 0 .00 522 .00 3: LENGTH ( FT ) 0 .00 0 .00 20 .00 • 4 : COEFFICIENT 0 .00 0 .00 3 .33 :ISER: 5: ELEVATION ( FT ) 0 .00 0 .00 0 .00 6: DIAMETER ( IN ) 0 .00 0 .00 0 .00 7: ORIFICE ELEVATION ( FT ) 0 .00 0 .00 0 .00 8: ORIFICE DIAMETER ( IN ) 0 .00 0 .00 0 .00 9: ORIFICE ELEVATION ( FT ) 0 .00 0 .00 0 .00 10: ORIFICE DIAMETER ( IN ) 0 .00 0 .00 0 .00 11 : ORIFICE ELEVATION ( FT ) 0.00 0 .00 0 .00 12: ORIFICE DIAMETER ( TN ) 0 .00 0 .00 0 .00 'IPE: 13: INVERT ELEVATION ( FT ) 518 .00 518 .00 0 .00 14: DIAMETER ( IN ) 48 .00 48 .00 0 .00 15: ORIFICE DIAMETER ( IN ) 48.00 48 .00 0 .00 16: LENGTH ( FT ) 40 .00 40 .00 0 .00 11: MANNING 'S N .013 .013 .000 18: SLOPE ( FT/FT ) .040 .040 .000 19: ENTRANCE LOSS COEFFICIENT . 5 .5 .0 ;URFACE: 20: INITIAL ELEVATION (FT ) 518 .00 ;'FORAGE POND CHARACTERISTICS' SECTION ELEVATION AREA (FT ) ( AC ) 1 505 .45 0 .00 ( CALCULATED) 2 518 .00 0 .69 3 520 .00 0 .80 4 522 .00 0 .94 :ONTROL: RW = RISER ACTING AS A WEIR RO = RISER ACTING AS AN ORIFICE PI = HORIZONTAL PIPE IN INLET CONTROL PO = HORIZONTAL PIPE IN OUTLET CONTROL 'IME INF=LOW PIPE PIPE WEIR TOTAL ELEV STORAGE MIN) ( CFS ) ( CFS ) ( CFS ) ( CFS) ( CFS ) (FT ) ( AC-FT ) 0 0 .00 0 .0 • 0 .0 0 .0 0 .00 518 .00 0 .00 1 13 .51 0 .0 PI 0 .0 PI 0 .0 0 .01 518 .01 0 .01 2 27 .02 0 .1 PI 0 .1 PI 0 .0 0 .14 518 .05 • 0 .04 3 40 .53 0 .2 PT 0 .2 PI 0 .0 0 .49 518 .11 0 .08 4 54 .04 0 .6 PI 0 .6 PT 0 .0 1 .22 518 .20 0 .14 5 67 .55 1 .2 PI 1 .2 PI 0 .0 2 .46 518 .31 0 .22 6 81 .06 2 .2 PI 2 .2 PI 0 .0 4 .33 518 .44 0 .31 7 94 .58 3 .5 PI 3 .5 PI 0 .0 6 .92 518 .59 0 .42 8 108 .09 5 .2 PI 5 .2 PI 0 .0 10 .32 518.76 0 .54 9 121 .60 7 .3 PI 7 .3 PI 0 .0 14 .58 518 .94 0 .68 '0 135 .11 9 .9 PI 9 .9 PT 0 .0 19 .74 519 .14 0 .83 1 148 .62 12 .9 PI 12 .9 PI 0 .0 25 .80 519 .35 0 .99 ..2 162 .13 16 .4 PI 16 .4 PI , 0 .0 _ 32 .76 519.56 1 .15 13 175 .64 20 .3 PI 20 .3 PI ' 0 .0 40 .58 519 .79 1 .33 14 189 .15 24 .6 PI 24 .6 P3. 0 .0 49 .22 520 .02 1 .51 15 181 .06 29 .0 PI 29 .0 PI 0 .0 57 .92 520 .23 1 .69 16 172 .97 32 .9 PI 32 .9 PI 0 .0 65.85 520 .42 1 .84 17 164 .88 36 .5 PI 36 .5 PI 0 .0 72 .91 520 .58 1 .98 .•. 0 140.61 44 .4 Pi 44 .4 P1 0 .0 88 ./1 520 .91 . 2t 132 .52 46 .1 PI . ,1.6 .1 PI 0 .0 92 .21 . 20 .99 2 . 32 22 124.43 . . 47 .4 PI ' 47 .4 PI 0 .0 94 .89-:)21 .04 2 .37 , 23 116 .34 48 .4 PI 48 .4 PI 0 .0 96 .78 521 .08 2 .40 24 108.25 49 .0 PI 49 .0 PI 0 .0 97 .93 521 .10 2 .42 25 100 . 16 49 .2 PI 49 ,2 PI 0 .0 98 .40 521 .11 2 .43 '. 9207. 49 .1 P1 49 .1 PI 0 .0 98 .22 521 .11 2 .43 7 83.98 48 .7 PI 48 .7 PI 0 .0 97 .40 621 .09 2 .41 28 75.89 48 .0 PI 48 .0 PI 0 .0 96 .01 . 2.1 .06 2 .39 29 67.80 47 .0 PI 47 .0 PI 0 .0 94 .10 521 .02 2 .36 30 59.71 45 .9 PI 45 .9 PI 0 .0 91 .71 520.98 2 .32 31 51 .62 44 _4 PI 44 .4 PI 0 .0 88 .89 520 .92 2 .27 32 43 .53 42 .8 PI 42 .8 PI 0 .0 85 .69 620 .05 2 .21 33 35 .44 41 .1 PI 41 .1 PI 0 .0 82 .14 520 .78 2 .15 34 27 . 35 39 . 1 PI 39 .1 P1 0 .0 78 .29 520 .70 2 .00 35 19 .25 37 .1 PI 37 .1 PI 0 .0 74 .17 520 .61 2 .00 36 11 . 16 34 .9 PI 34.9 PI 0 .0 69 .82 520.51 1 .92 37 3.07 32 .6 PI 32 .6 PI 0 .0 65 .27 520 .41 1 .83 cA 2, .413 . . 11 G• coit- -rOTA-%- . 03 K . . • . _ •4l P ****: ***********:r.************************************************************* * ROUT VERSION 5 .2 ** PROJECT: WCBR 100 YR ** DATE: 06-•15•-2005* =l************ :****** :**********= ?I***********:k'K*=K****************************** STRUCTURE 1 STRUCTURE 2 STRUCTURE 3 ^ Y 1 : TYPE 2: PIPE 2: PIPE 1 : WEIR WEIR: 2: ELEVATION (FT ) 0 .00 0 .00 522 .00 3: LENGTH ( FT ) 0 .00 0 .00 20 .00 4 : COEFFICIENT 0 .00 0 .00 3 ,33 RISER: 5: ELEVATION ( FT ) 0 .00 0 .00 0 .00 6: DIAMETER ( IN ) 0 .00 0 .00 0 .00 7: ORIFICE ELEVATION ( FT ) 0.00 0 .00 0 .00 8: ORIFICE DIAMETER ( IN ) 0 .00 0 .00 0 .00 9: ORIFICE ELEVATION ( FT ) 0.00 0 .00 0 .00 10: ORIFICE DIAMETER ( IN) 0 .00 0 .00 0 .00 11 : ORIFICE ELEVATION ( FT ) 0 .00 0 .00 0 .00 12: ORIFICE DIAMETER ( IN ) 0 ,00 0 .00 0 .00 :"IPE: 13: INVERT ELEVATION ( FT ) 518.00 518 .00 0 .00 14 : DIAMETER ( IN ) 48 .00 48 .00 0 .00 15: ORIFICE DIAMETER ( IN ) 48 .00 48 .00 0 .00 .`� 16: LENGTH ( FT ) 40 .00 40 .00 0 .00 �';_ ..' 17: MANNING 'S N .01.3 .013 .000 18: SLOPE ( FT/FT ) .040 .040 .000 19: ENTRANCE LOSS COEFFICIENT . 5 .5 ,r,; SURFACE: 20 : INITIAL ELEVATION ( FT ) 518 .00 STORAGE POND CHARACTERISTICS: SECTION ELEVATION AREA ( FT ) ( AC ) 1 505 .45 0 .00 ( CALCULATED ) 2 518.00 0 .69 3 520 .00 0 .80 4 522 .00 0 .94 .;ONTROL: RW = RISER ACTING AS A WEIR RO = RISER ACTING AS AN ORIFICE PI = HORIZONTAL PIPE IN INLET CONTROL PO = HORIZONTAL PIPE IN OUTLET CONTROL TIME INFLOW PIPE PIPE WEIR TOTAL ELEV STORAGE MIN) ( CFS ) ( CFS ) ( CFS ) ( CFS ) ( CFS ) ( FT ) ( AC-FT ) 0 0 .00 0 .0 0 .0 0 .0 0 .00 518 .00 0 .00 1 19 .50 0 .0 PI 0 .0 PI 0 .0 0 .03 518 .02 0 .01 2 39 .00 0 .1 PI 0 .1 PI 0 .0 0 .24 518 .07 0 .05 3 58 .50 0 .4 PI 0 .4 PI 0 .0 0 .88 518 .16 0 .11 4 78 .00 1 .1 PI 1 .1 PI 0 .0 _ 2 .19 518 .29 0 .20 5 97 .50 2 .2 PI 2 .2 PI - 0 .0 4 .38 518 .44 0 .31 6 117 .00 3 .8 PI 3 .8 PI 0.0 7 .64 518 .63 0 .45 7 136 .50 6 .1 PI 6 .1 PI 0 .0 12 .14 518.84 0 .60 8 156 .00 9 .0 PI 9 .0 PI 0.0 17 .97 519 .07 0 .78 9 175 .50 12 .6 P'1' 12 .6 PT 0 .0 25 .20 519 .33 0 .97 11 414 .5U 1..l .'y FJ. ,.:1. .v P1. 0 .0 43 .&32 519 .6U 1 .4u 1.2 234 .00 27 .6 P1 2'7.6 PI 0 .0 55 .14' 20 .17 1. .64 13 253 .50 33 .9 PI .33.9 PI 0 .0 67 .71' x20 .46 1 .88 14 273 .00 40 .7 PI 40 .7 PI 0 .0 82 .44 520 .76 2 .13 15 261 .32 47 .5 PI 47.5 PI 0 .0 95 .04 521 .04 2 .37 16 249.65 53 .6 PI 53.6 PI 0 .0 107 .17 521 .28 2 .58 17 237 .97 58 .8 PI 58 .8 PI 0 .0 11/ .67 521 .48 2 .75 31_.26 .29 63 .3 PI 63.3 PI 0 .0 126 .56 521 .64 2 .90 19 21.4 .62 66 .9 P1 66 .9 PT 0 .0 133 .89 521 .77 3 .02 20 202 .94 69 .9 P1 69 .9 PT 0 .0 139 .76 521 .87 3 .11 21 191 .26 72 .1 PI 72 .1 PI 0 .0 144 .25 521 .95 3 .18 22 179 .59 73 .7 PI 73.7 PI 0 .0 117 .51 522 ,.00 3 .23 23 167 .91 74 .8 PI 74 .8 PI 0 .5 150 .07 522 .04 3 .26 24 156 .2.3 75 .2 PI 75 .2 PI 0 .9 151 .37 522 .0E. iftd- 3 .28 25 144 .56 75 .2 PI 75.2 PI 0 .8 151 .24 522 ,05 3 .20 26 132 .88 74 .7 PI 74 .7 PI 0 .4 1.49 .76 522 .04 3 .26 27 121 .20 73 .7 PI 73 .7 PI 0 .0 147 .33 522 .00 3 .23 28 109 .53 72 .3 PI '72 .3 PT 0 .0 144 .54 521 .95 3 .1 9 29 97 .85 70 .5 PI 70 .5 PI 0 .0 141 .00 521 .89 3 .13 30 86 . 17 68 .4 P1 68 .4 PI 0 .0 136 .78 521 .82 3 .06 31 74 .50 66 .0 PI 66 .0 PI 0 .0 131 .96 521 .74 2 .99 32 62.82 63 .3 PI 63.3 PI 0 .0 126 .60 521 .64 2 .90 33 51 .14 60 .4 PI 60 .4 PT 0 .0 120 .76 521 .53 2 .81 34 39 .47 57 , 3 PI 57 .3 PI 0 .0 114 .50 521 .42 2 .70 35 27 .79 53 .9 PI 53 .9 PI 0 .0 107 .88 521 .29 2 .59 36 16 .11 50 .5 PI 50 .5 PI 0 .0 100 .95 521 .16 2 .48 37 4 .44 46 .9 PI 46 ,9 PI 0 .0 93 .76 521 .02 2 .35 mr -o F- „MA = 524-. 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VSC Fire & Security, Inc Fire Pump Performance/Acceptance Test Sheet Periodic tests of transfer switches and emergency generators are to be performed by a qualified electrical contractor in accordance with IN NFPA 110. VSC can provide this additional service on a separate basis,but it is not part of.the fire pump test. 6- 2 _ t OTE:Only complete Part B on a fire pump performance/acceptance test. 1 Test Date: : Pump Information Contract#: 0200322 Location: Westminister Canterbury of The BI 250 Pantops Mountain Road PUMP LOCATION OR NO. TYPE OF TEST: ;V ANNUAL PERFORMANCE TEST i._ ACCEPTANCE TEST Pump House TYPE OF PUMP: IF VERTICAL,INDICATE �/ HORIZONTAL � VERTICAL PUMP i ! STATIC WATER LEVEL FT. , PUMPING WATER.LEVEL FT.MANUFACTURER MODEL/TYPE SERIAL NO. i X.LISTED I t vf0APPROVED Fairbanks Morse K3T1-020275 RATED CAPACITY RATED HEAD OR PRESSURE RATED SPEED Rated Chum Pressure Rated Pressure 150% (1) 1500 GPM (2) 150 PSI 0) 2300 RPM 170 PSI 140 PSI MANUFACTURER MODEL SERIAL O. ' ' UL.LISTED FM APPROVED DRIVER ELECTRIC RATED VOLTAGE RATED AMPS RATED SPEED RATED H.P. MOTOR SERVICE FACTOR DIESEL RATED H.P. RATED SPEED BATTERY SETS BATTERY INSULATED FROM FLOOR V ENGINE ' Other, 251 230 TONE ,4/I TWO :V' YES NO POWER 'OVERHEAD . PROTECTED ` !UNDERGROUND COMMENTS SUPPLY UNPROTECTED FUEL ABOVE GROUND BELOW GROUND SUPPLY iV 8 HOUR PERIOD COMMENTS SUPPLY DURATION Other • MANUFACTURER MODEL/CATALOG SERIAL NO. .V AUTOMATIC 'V: UL.LISTED . Joslyn Clark 4A-111 1-41r 7P1A1 -148 727463310-1-I NONAUTOMATIC V FM APPROVED CONTROLLER START PRESSURE I LI '_ PSI . STOP PRESSURE _PSI RUN TIME MIN POWER V OVERHEAD UNDERGROUND PUMP HOUSE/ROOM • SUPPLY HEATED Nei YES ! I NOSPRINKLERED V. YES NO • 1OCKEY ( / ..,-f PUMP START PRESSURE I LI) PSI STOP PRESSURE1Oj7PSI MODEL# SERIAL# WATER TANK SIZE GPM SUPPLY PUBLIC ; PRIVATE TANK HEIGHT FT __PSI i OTHER_ STATIC PRESSURE PSI Part B: Pump Test . • NOZZLE OBSERVED PUMP PRESSURES - COEF. (4) (5) (6) (7) (5) PITOT FLOW SPEED VOLTS AMPS DISCHARGE SUCTION NET NO SIZE HEAD PSI GPM RPM PSI PSI PSI (6) (7) , 14 13/1/ 1-7 . I :Icr--) 2277_ -- -- 1 -70 . 1'i q 1 ."/1-1 C1 2 -1 2. 27672 — ...... i 5 2 t 3 : NOTES:1.PUMP PRESSURE SETTINGS: Jockey Pump Stop=Pump Chum Press:'+Min.Static Supply Press. 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I2 Q \ \ \ \\ ��Y.i.:' /�/ a8 \ ` \\\\ \\\\\\\\\ `�� .` // �� \ \\ \N\\ \\\ i/ �\ \\\\\ \\ \ \ '// \ \ \\ \ \\ \\\ \\' \\\\\ \ �// \� �� �. � ' sk �i �\\`� � • � \ \ \\`/ \\o // •\ \ �iF421#1/ \ _ /\\ \ \ \ �\ \ N. \ \ _ • .,k 1/ \ // \� �\ \\�\\\`\ \ \\ \\\\1\\\\\\\\\� \N.\,7„,. ,k,-..\ ��z.�� \\\ o A \\ 81t Virginia Department of Transportation-Pavement Design Guide(revised 2009) Appendix IV Flexible Pavement Design Worksheet for New Subdivision Streets This sheet is intended for use and submission in conjunction with VDOT's Secondary Street Acceptance Requirements County �LbOW tot F" Date: tfI/$�/2 Subdivision ll 1 r7S-4Pit ¢,f4�u Street Name l Design Engineer ('F.* Phone: (134/?27/6$e> AADT Projected traffic for the street segment considered,as defined in the Subdivision Street Requirements. CBRD Design CBR=Average of CBRT x 2/3 and modified only as discussed in the Pavement Design Guide. CBRT CBR value of the subgrade sample,taken and tested as specified in the Pavement Design Guide DME VDOT District Materials Engineer EPT Equivalent projected traffic HCV Number of Heavy Commercial Vehicles(e.g.trucks,buses,etc.,with 2 or more axles and 6 or more tires). %HCV Percentage of the total traffic volume composed of Heavy Commercial Vehicles. RF Resiliency Factor=Relative value of the subgrade soil's ability to withstand repeated loading. SSV Soil support value of subgrade(SSV=CBRD x RF) Dp Thickness index of proposed pavement design computed by the Conventional Pavement Design Method DR Thickness index required,based on Design AADT and SSV,determined by Appendix II. Step 1: Determine Design AADT Step 2: Determine Design Values CBR, RF,and SSV AADT Sample No. CBRT Resiliency Factor (RF) 1 Source Value %HCV=100(HCV/AADT) 2 Table 1 or `7 EPT=20 x HCV Note:For 3 Appendix I Note:For%HCV 5 5%,use AADT EF,T>HCA DT 5%: DME approved RF For preliminary designs,use the lowest RF value in the equation Design AADTCBRD x RF = SSV Use greater of AADT or EPT ( ) x (-_) = Step 3: Pavement Design (Check appropriate box and show proposed pavement design below.) ❑ (A) Limited to Design AADT 5 400-Show pavement material notations and thickness from Appendix IV Tables A and B. ❑ (B) Show pavement section as developed in the Pavement Design Guide. DR= 8 (See Appendix III for material notations and thickness equivalency values(a)). from Appendix II Description of Proposed Pavement Section Material Notation Thickness,h a (a x h) Surface S M '?.,C4 tic 42•X 3.37 Base IM 19. D 3 2.zS (0.75 Subbase 21 Co 0•0 3•0 Dp must equal or exceed the value of DR. Dp=E(a x h)= 13.7 27