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HomeMy WebLinkAboutWPO201700014 Calculations WPO VSMP 2017-09-15 UVA Research Park I Town Center Four County of Albemarle, Virginia SDP 2016-00051 WPO 2017-00014 ENGINEERING CALCULATIONS APPROVED by the Albemarle County Community Development Department Date Alisj,7 File (✓1079'7001/ Prepared for: University of Virginia Foundation One Boar's Head Pointe Charlottesville,Virginia 22903 Prepared by: la Op kl 4 A v ERIC W. WOOLLISir LIC. O. 37'• 7 WOOLLEY ENGINEERING 1,00 220 East High Street 0„p 29/11 $ Charlottesville, Virginia 22902stI1 February 3, 2017 ZONAL - revised April 20, 2017 TABLE OF CONTENTS DIVISION 1 — Stormwater Management Calculations DIVISION 2 — Storm Pipe Calculations DIVISION 3 — Storm Inlet Calculations DIVISION 4 — Erosion Control Calculations DIVISION 5 — Stormwater Management Appendix Woolley Engineering UVA Research Park Job#1640 Town Center Four DIVISION 2 - Storm Pipe Calculations Woolley Engineering UVA Research Park Job#1640 Town Center Four C 0 4-I 0 C 7 CO E N CO n N L ri +J r-I m m m m r N CO et U) c0 co O r N CO U) CO CD CD O O CO Cr) N Cr) CO CO CD CO 0 O O 0 Cr) U) CD 0 C 4- f'sCOCO03000OC3COCOCOf� (� I� OCACAOOCnTTrrO) O) O) r O = S H H H H H = S S H H S S H H H H H H H H H H H H H H 0 O M 0 O CI 0 0 M M M 0 0 M M 0 0 0 0 0 CI 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0) 0 CA r N 0 0 0 0 Ch 0 0 O 0 Cy) 0 U) 0 CD CO CO N 0 CO 0 Lf) {� . . . . . 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U) C- N rl ., •rl .rl . 4 . 4 •rl •rl •ri •rl •rl •rl •rl •rl .rl .1-1 .rl .rl •rl •rl •ri •rl •ri •ri •rl •r-I •rl •rl •rl 0- Z 0- 0- 0- 0- 0- 0- O_ O. 0. 0- 0- 0_ 0_ 0_ 0- 0_ 0_ 0_ 0. 0_ 0- 0- 0- 0- 0- 0- 0- 0- 0_ , PIPE DESCRIPTION : Pipe 1 - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 1 Downstream Pipe = Outfall Pipe Material = RCP Pipe Length = 54. 17 ft Plan Length = 56. 13 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 44.52 cfs Invert Elevation Downstream = 484.90 ft Invert Elevation Upstream = 487.00 ft Invert Slope = 3.88% Invert Slope (Plan Length) = 3.74% Rim Elevation Downstream = 488.20 ft Rim Elevation Upstream = 515.07 ft Natural Ground Slope = 49.59% Crown Elevation Downstream = 486.90 ft Crown Elevation Upstream = 489.00 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 6.85 ac Weighted Coefficient = 0.742 Total Time of Concentration = 7.83 min Total Intensity = 5 .87 in/hr Total Rational Flow = 30.05 cfs Total Flow = 30.05 cfs Uniform Capacity = 44.52 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 486. 10 ft HGL Elevation Upstream = 488.20 ft HGL Slope = 3.88 % EGL Elevation Downstream = 489.71 ft EGL Elevation Upstream = 491 .81 ft EGL Slope = 3.88 % Critical Depth = 22.36 in Depth Downstream = 14.43 in Depth Upstream = 14.43 in Velocity Downstream = 15.23 ft/s Velocity Upstream = 15.23 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 1 .97 ftA2 Area Upstream = 1 .97 ftA2 Kj (JLC) = 0.50 Calculated Junction Loss = 14.805 ft - - - -INLET INFORMATION- - - - Downstream Inlet = Outfall 72B Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * 95 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0 .00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0 .00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * 96 Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0 .00 % PIPE DESCRIPTION: Pipe 2 . - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 2 Downstream Pipe = Pipe 1 Pipe Material = HDPE Pipe Length = 43.31 ft Plan Length = 47.29 ft Pipe Type = Circular Pipe Dimensions = 20.00 in Pipe Manning ' s "n" = 0 .013 Pipe Capacity at Invert Slope = 25.00 cfs Invert Elevation Downstream = 501 .50 ft Invert Elevation Upstream = 502.90 ft Invert Slope = 3.23% Invert Slope (Plan Length) = 2.96% Rim Elevation Downstream = 515.07 ft Rim Elevation Upstream = 517.80 ft Natural Ground Slope = 6.31% Crown Elevation Downstream = 503. 17 ft Crown Elevation Upstream = 504.57 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.33 ac Runoff Coefficient = 0.750 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 1 .69 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 3.07 ac Weighted Coefficient = 0.719 Total Time of Concentration = 7. 76 min Total Intensity = 5.88 in/hr Total Rational Flow = 13.08 cfs Total Flow = 13.08 cfs Uniform Capacity = 25.00 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 502.36 ft HGL Elevation Upstream = 503.76 ft HGL Slope = 3.23 % EGL Elevation Downstream = 504.45 ft EGL Elevation Upstream = 505.85 ft EGL Slope = 3.23 % Critical Depth = 16.29 in Depth Downstream = 10.27 in Depth Upstream = 10.27 in Velocity Downstream = 11 .60 ft/s Velocity Upstream = 11 .60 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 1 . 13 ft"2 Area Upstream = 1 . 13 ft"2 Kj (JLC) = 0.50 Calculated Junction Loss = 1 .375 ft - - - -INLET INFORMATION- - - - Downstream Inlet = MH 73B Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0 .00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 1 .69 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 1 .69 cfs Flow Intercepted by Current Inlet = 1 .69 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0 .00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 % PIPE DESCRIPTION: Pipe 3 . - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 3 Downstream Pipe = Pipe 2 Pipe Material = HDPE Pipe Length = 47.46 ft Plan Length = 51 .45 ft Pipe Type = Circular Pipe Dimensions = 20.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 20. 18 cfs Invert Elevation Downstream = 503.00 ft Invert Elevation Upstream = 504.00 ft Invert Slope = 2. 11% Invert Slope (Plan Length) = 1 .94% Rim Elevation Downstream = 517.80 ft Rim Elevation Upstream = 517.00 ft Natural Ground Slope = - 1 .69% Crown Elevation Downstream = 504.67 ft Crown Elevation Upstream = 505.67 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.24 ac Runoff Coefficient = 0.750 Inlet Time = 5.00 min Inlet Intensity = 6. 70 in/hr Inlet Rational Flow = 1 .23 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 2.73 ac Weighted Coefficient = 0.716 Total Time of Concentration = 7.61 min Total Intensity = 5.92 in/hr Total Rational Flow = 11 .67 cfs Total Flow = 11 .67 cfs Uniform Capacity = 20. 18 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 505. 13 ft HGL Elevation Upstream = 505.30 ft HGL Slope = 0.36 % EGL Elevation Downstream = 505.58 ft EGL Elevation Upstream = 505.94 ft EGL Slope = 0. 76 % Critical Depth = 15.45 in Depth Downstream = 20.00 in Depth Upstream = 15.62 in Velocity Downstream = 5.35 ft/s Velocity Upstream = 6.39 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 2 . 18 ftA2 Area Upstream = 1 .83 ftA2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.551 ft - - - - INLET INFORMATION- - - - Downstream Inlet = DI 80 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0.00 ft/ft Gutter Local Depression = 0 .00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 1 .23 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 1 .23 cfs Flow Intercepted by Current Inlet = 1 .23 cfs Bypassed Flow = 0 .00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * o Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 % PIPE DESCRIPTION: Pipe 4 . - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 4 Downstream Pipe = Pipe 3 Pipe Material = HDPE Pipe Length = 61 . 19 ft Plan Length = 65. 16 ft Pipe Type = Circular Pipe Dimensions = 20.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 23.85 cfs Invert Elevation Downstream = 504. 10 ft Invert Elevation Upstream = 505.90 ft Invert Slope = 2 .94% Invert Slope (Plan Length) = 2.76% Rim Elevation Downstream = 517.00 ft Rim Elevation Upstream = 517.30 ft Natural Ground Slope = 0.49% Crown Elevation Downstream = 505.77 ft Crown Elevation Upstream = 507.57 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.27 ac Runoff Coefficient = 0.750 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 1 .38 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 2.49 ac Weighted Coefficient = 0.712 Total Time of Concentration = 7.42 min Total Intensity = 5.97 in/hr Total Rational Flow = 10.68 cfs Total Flow = 10.68 cfs Uniform Capacity = 23.85 cfs Skipped flow = 0.00 cfs Infiltration = 0 .00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 505.85 ft HGL Elevation Upstream = 507. 13 ft HGL Slope = 2 .09 % EGL Elevation Downstream = 506.23 ft EGL Elevation Upstream = 507.73 ft EGL Slope = 2 .45 % Critical Depth = 14.80 in Depth Downstream = 20.00 in Depth Upstream = 14.80 in Velocity Downstream = 4.89 ft/s Velocity Upstream = 6. 17 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 2 . 18 ftA2 Area Upstream = 1 .73 ft"2 Kj (JLC) = 0.50 Calculated Junction Loss = 1 . 176 ft - - - - INLET INFORMATION- - - - Downstream Inlet = DI 81 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 1 .38 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 1 .38 cfs Flow Intercepted by Current Inlet = 1 .38 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0 .00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 % PIPE DESCRIPTION: Pipe 5 - - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 5 Downstream Pipe = Pipe 4 Pipe Material = HDPE Pipe Length = 115.43 ft Plan Length = 119.42 ft Pipe Type = Circular Pipe Dimensions = 20.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 18. 76 cfs Invert Elevation Downstream = 506.00 ft Invert Elevation Upstream = 508. 10 ft Invert Slope = 1 .82% Invert Slope (Plan Length) = 1 .76% Rim Elevation Downstream = 517.30 ft Rim Elevation Upstream = 520.20 ft Natural Ground Slope = 2 .51% Crown Elevation Downstream = 507.67 ft Crown Elevation Upstream = 509.77 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.24 ac Runoff Coefficient = 0.500 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.80 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 2 .22 ac Weighted Coefficient = 0.708 Total Time of Concentration = 7.05 min Total Intensity = 6.07 in/hr Total Rational Flow = 9.61 cfs Total Flow = 9.61 cfs Uniform Capacity = 18.76 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 508.31 ft HGL Elevation Upstream = 509.27 ft HGL Slope = 0 .83 % EGL Elevation Downstream = 508.61 ft EGL Elevation Upstream = 509.81 ft EGL Slope = 1 .04 % Critical Depth = 14.04 in Depth Downstream = 20.00 in . Depth Upstream = 14.04 in Velocity Downstream = 4.40 ft/s Velocity Upstream = 5.87 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 2. 18 ft^2 Area Upstream = 1 .64 ft^2 Kj (JLC) = 0 .50 Calculated Junction Loss = 0.566 ft - - - -INLET INFORMATION- - - - Downstream Inlet = DI 82 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0 .00 ft Intercept Efficiency = * % Flow from Catchment = 0.80 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.80 cfs Flow Intercepted by Current Inlet = 0.80 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 % PIPE DESCRIPTION : Pipe 7 - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 7 Downstream Pipe = Pipe 5 Pipe Material = HDPE Pipe Length = 50.37 ft Plan Length = 54.36 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 14.79 cfs Invert Elevation Downstream = 508.20 ft Invert Elevation Upstream = 509.20 ft Invert Slope = 1 .99% Invert Slope (Plan Length) = 1 .84% Rim Elevation Downstream = 520.20 ft Rim Elevation Upstream = 522.00 ft Natural Ground Slope = 3.57% Crown Elevation Downstream = 509.70 ft Crown Elevation Upstream = 510.70 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.49 ac Runoff Coefficient = 0. 750 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 2 .46 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 1 .98 ac Weighted Coefficient = 0.732 Total Time of Concentration = 6.89 min Total Intensity = 6. 12 in/hr Total Rational Flow = 8.95 cfs Total Flow = 8.95 cfs Uniform Capacity = 14.79 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 509.84 ft HGL Elevation Upstream = 510.36 ft HGL Slope = 1 .04 % EGL Elevation Downstream = 510.23 ft EGL Elevation Upstream = 510.94 ft EGL Slope = 1 .40 % • Critical Depth = 13.89 in Depth Downstream = 18.00 in Depth Upstream = 13.89 in Velocity Downstream = 5.06 ft/s Velocity Upstream = 6. 11 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 1 . 77 ftA2 Area Upstream = 1 .46 ftA2 Kj (JLC) = 0.50 Calculated Junction Loss = 0 .699 ft - - - -INLET INFORMATION- - - - Downstream Inlet = DI 83 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 2 .46 cfs Carryover from previous inlet = 0 .00 cfs Total Flow to Current Inlet = 2 .46 cfs Flow Intercepted by Current Inlet = 2 .46 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0 .00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 % PIPE DESCRIPTION: Pipe 8 - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 8 Downstream Pipe = Pipe 7 Pipe Material = HDPE Pipe Length = 146.51 ft Plan Length = 150.49 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 14.25 cfs Invert Elevation Downstream = 509.30 ft Invert Elevation Upstream = 512.00 ft Invert Slope = 1 .84% Invert Slope (Plan Length) = 1 . 79% Rim Elevation Downstream = 522.00 ft Rim Elevation Upstream = 522.20 ft Natural Ground Slope = 0. 14% Crown Elevation Downstream = 510.80 ft Crown Elevation Upstream = 513.50 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0 .00 cfs Total Area = 1 .49 ac Weighted Coefficient = 0.727 Total Time of Concentration = 6.36 min Total Intensity = 6.27 in/hr Total Rational Flow = 6.87 cfs Total Flow = 6.87 cfs Uniform Capacity = 14.25 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 511 .06 ft HGL Elevation Upstream = 513.01 ft HGL Slope = 1 .34 % EGL Elevation Downstream = 511 .29 ft EGL Elevation Upstream = 513.47 ft EGL Slope = 1 .49 % Critical Depth = 12 . 17 in Depth Downstream = 18.00 in Depth Upstream = 12. 17 in Velocity Downstream = 3.89 ft/s Velocity Upstream = 5 .40 ft/s Uniform Velocity Downstream = 0 .00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 1 .77 ftA2 Area Upstream = 1 .27 ftA2 Kj (JLC) = 0 . 10 Calculated Junction Loss = 0 .905 ft - - - - INLET INFORMATION- - - - Downstream Inlet = DI 85 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0 .00 ft/ft Gutter Local Depression = 0 .00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0 .00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0 .00 cfs Pavement Flow = 0 .00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0 .00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0 .00 % PIPE DESCRIPTION: Pipe 9 . - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 9 Downstream Pipe = Pipe 8 Pipe Material = HDPE Pipe Length = 40.86 ft Plan Length = 44.85 ft Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 10. 10 cfs Invert Elevation Downstream = 514.00 ft Invert Elevation Upstream = 515.00 ft Invert Slope = 2.45% Invert Slope (Plan Length) = 2 .23% Rim Elevation Downstream = 522.20 ft Rim Elevation Upstream = 521 .30 ft Natural Ground Slope = -2.20% Crown Elevation Downstream = 515.25 ft Crown Elevation Upstream = 516.25 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.23 ac Runoff Coefficient = 0.600 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.95 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.23 ac Weighted Coefficient = 0.600 Total Time of Concentration = 5.00 min Total Intensity = 6.70 in/hr Total Rational Flow = 0.95 cfs Total Flow = 0.95 cfs Uniform Capacity = 10. 10 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 514.26 ft HGL Elevation Upstream = 515.47 ft HGL Slope = 2.95 % EGL Elevation Downstream = 514.67 ft EGL Elevation Upstream = 515.88 ft EGL Slope = 2.95 % Critical Depth = 4.58 in Depth Downstream = 3. 10 in . Depth Upstream = 3. 10 in Velocity Downstream = 5. 16 ft/s Velocity Upstream = 5. 16 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0 . 18 ftA2 Area Upstream = 0. 18 ftA2 Kj (JLC) = 0.50 Calculated Junction Loss = NA - - - - INLET INFORMATION- - - - Downstream Inlet = MH 86 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0 .00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.95 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.95 cfs Flow Intercepted by Current Inlet = 0.95 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 % PIPE DESCRIPTION: Pipe 10 . - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 10 Downstream Pipe = Pipe 8 Pipe Material = HDPE Pipe Length = 30.09 ft Plan Length = 34.08 ft Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 10.53 cfs Invert Elevation Downstream = 517.20 ft Invert Elevation Upstream = 518.00 ft Invert Slope = 2.66% Invert Slope (Plan Length) = 2.35% Rim Elevation Downstream = 522.20 ft Rim Elevation Upstream = 522.00 ft Natural Ground Slope = -0.66% Crown Elevation Downstream = 518.45 ft Crown Elevation Upstream = 519.25 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0. 18 ac Runoff Coefficient = 0.750 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.93 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0. 18 ac Weighted Coefficient = 0.750 Total Time of Concentration = 5.00 min Total Intensity = 6.70 in/hr Total Rational Flow = 0.93 cfs Total Flow = 0.93 cfs Uniform Capacity = 10.53 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 517.45 ft HGL Elevation Upstream = 518.47 ft HGL Slope = 3.39 % EGL Elevation Downstream = 517.89 ft EGL Elevation Upstream = 518.91 ft EGL Slope = 3.39 % Critical Depth = 4.55 in Depth Downstream = 3.02 in Depth Upstream = 3.02 in Velocity Downstream = 5.30 ft/s Velocity Upstream = 5.30 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0. 18 ftA2 Area Upstream = 0 . 18 ftA2 Kj (JLC) = 0 .50 Calculated Junction Loss = NA - - - - INLET INFORMATION- - - - Downstream Inlet = MH 86 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.93 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.93 cfs Flow Intercepted by Current Inlet = 0.93 cfs Bypassed Flow = 0 .00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0 .00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 % PIPE DESCRIPTION: Pipe 11 . - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 11 Downstream Pipe = Pipe 8 Pipe Material = HDPE Pipe Length = 94.33 ft Plan Length = 98.32 ft Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning ' s "n" = 0 .013 Pipe Capacity at Invert Slope = 8.92 cfs Invert Elevation Downstream = 512. 10 ft Invert Elevation Upstream = 513.90 ft Invert Slope = 1 .91% Invert Slope (Plan Length) = 1 .83% Rim Elevation Downstream = 522.20 ft Rim Elevation Upstream = 521 .00 ft Natural Ground Slope = - 1 .27% Crown Elevation Downstream = 513.35 ft Crown Elevation Upstream = 515. 15 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.28 ac Runoff Coefficient = 0.750 Inlet Time = 5 .00 min Inlet Intensity = 6. 70 in/hr Inlet Rational Flow = 1 .44 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 1 .08 ac Weighted Coefficient = 0.750 Total Time of Concentration = 6.03 min Total Intensity = 6.37 in/hr Total Rational Flow = 5 . 19 cfs Total Flow = 5. 19 cfs Uniform Capacity = 8 .92 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 513.92 ft HGL Elevation Upstream = 514.82 ft HGL Slope = 0.96 % EGL Elevation Downstream = 514.20 ft EGL Elevation Upstream = 515.27 ft EGL Slope = 1 . 13 % Critical Depth = 11 .09 in Depth Downstream = 15.00 in Depth Upstream = 11 .09 in Velocity Downstream = 4.23 ft/s Velocity Upstream = 5 .34 ft/s Uniform Velocity Downstream = 0 .00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 1 .23 ftA2 Area Upstream = 0.97 ftA2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.497 ft - - - - INLET INFORMATION- - - - Downstream Inlet = MH 86 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0.00 ft/ft Gutter Local Depression = 0 .00 in Gutter Width = 0 .00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 1 .44 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 1 .44 cfs Flow Intercepted by Current Inlet = 1 .44 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0 .00 in Pavement Spread = 0 .00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * 95 Slot Efficiency = * 95 Total Efficiency = 100.00 % PIPE DESCRIPTION : Pipe 12 . - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 12 Downstream Pipe = Pipe 11 Pipe Material = HDPE Pipe Length = 66.92 ft Plan Length = 70.91 ft Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 9.00 cfs Invert Elevation Downstream = 514.00 ft Invert Elevation Upstream = 515.30 ft Invert Slope = 1 .94% Invert Slope (Plan Length) = 1 .83% Rim Elevation Downstream = 521 .00 ft Rim Elevation Upstream = 519.50 ft Natural Ground Slope = -2.24% Crown Elevation Downstream = 515.25 ft Crown Elevation Upstream = 516.55 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.57 ac Runoff Coefficient = 0.750 Inlet Time = 5.00 min Inlet Intensity = 6. 70 in/hr Inlet Rational Flow = 2 .89 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.79 ac Weighted Coefficient = 0.750 Total Time of Concentration = 5.73 min Total Intensity = 6.46 in/hr Total Rational Flow = 3.88 cfs Total Flow = 3.88 cfs Uniform Capacity = 9.00 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 515.32 ft HGL Elevation Upstream = 516. 10 ft HGL Slope = 1 . 16 % EGL Elevation Downstream = 515.48 ft EGL Elevation Upstream = 516.44 ft EGL Slope = 1 .44 % Critical Depth = 9.56 in Depth Downstream = 15.00 in Depth Upstream = 9.56 in Velocity Downstream = 3. 16 ft/s Velocity Upstream = 4.70 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 1 .23 ftA2 Area Upstream = 0.83 ft"2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.584 ft - - - - INLET INFORMATION- - - - Downstream Inlet = DI 89 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 2.89 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 2 .89 cfs Flow Intercepted by Current Inlet = 2 .89 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0 .00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 % PIPE DESCRIPTION : Pipe 13 • - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 13 Downstream Pipe = Pipe 12 Pipe Material = HDPE Pipe Length = 84.98 ft Plan Length = 88.97 ft Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 8.86 cfs Invert Elevation Downstream = 515.40 ft Invert Elevation Upstream = 517.00 ft Invert Slope = 1 .88% Invert Slope (Plan Length) = 1 .80% Rim Elevation Downstream = 519.50 ft Rim Elevation Upstream = 521 .20 ft Natural Ground Slope = 2.00% Crown Elevation Downstream = 516.65 ft Crown Elevation Upstream = 518.25 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.22 ac Runoff Coefficient = 0.750 Inlet Time = 5.00 min Inlet Intensity = 6. 70 in/hr Inlet Rational Flow = 1 . 14 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.22 ac Weighted Coefficient = 0.750 Total Time of Concentration = 5.00 min Total Intensity = 6.70 in/hr Total Rational Flow = 1 . 14 cfs Total Flow = 1 . 14 cfs Uniform Capacity = 8.86 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 516.68 ft HGL Elevation Upstream = 517.50 ft HGL Slope = 0 .96 % EGL Elevation Downstream = 516.69 ft EGL Elevation Upstream = 517.65 ft EGL Slope = 1 . 12 % Critical Depth = 5.04 in Depth Downstream = 15.00 in Depth Upstream = 5.04 in Velocity Downstream = 0.93 ft/s Velocity Upstream = 3. 14 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 1 .23 ftA2 Area Upstream = 0.36 ftA2 Kj (JLC) = 0 .50 Calculated Junction Loss = NA - - - - INLET INFORMATION- - - - Downstream Inlet = DI 79B Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0.00 ft/ft Gutter Local Depression = 0 .00 in Gutter Width = 0 .00 ft Ponding Width = 0 .00 ft Intercept Efficiency = * Flow from Catchment = 1 . 14 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 1 . 14 cfs Flow Intercepted by Current Inlet = 1 . 14 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0 .00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0 .00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 % • PIPE DESCRIPTION: Pipe 31 - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 31 Downstream Pipe = Pipe 1 Pipe Material = HDPE Pipe Length = 44.34 ft Plan Length = 48.30 ft Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 13. 71 cfs Invert Elevation Downstream = 511 .00 ft Invert Elevation Upstream = 513.00 ft Invert Slope = 4.51% Invert Slope (Plan Length) = 4. 14% Rim Elevation Downstream = 515.07 ft Rim Elevation Upstream = 519.20 ft Natural Ground Slope = 9.33% Crown Elevation Downstream = 512.25 ft Crown Elevation Upstream = 514.25 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.34 ac Runoff Coefficient = 0.750 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 1 .71 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.34 ac Weighted Coefficient = 0.750 Total Time of Concentration = 5.00 min Total Intensity = 6.70 in/hr Total Rational Flow = 1 . 71 cfs Total Flow = 1 .71 cfs Uniform Capacity = 13.71 cfs Skipped flow = 0.00 cfs Infiltration = 0 .00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 511 .30 ft HGL Elevation Upstream = 513.75 ft HGL Slope = 5.54 % EGL Elevation Downstream = 512.20 ft EGL Elevation Upstream = 514.65 ft EGL Slope = 5.54 % Critical Depth = 6.24 in Depth Downstream = 3.58 in Depth Upstream = 3.58 in Velocity Downstream = 7.63 ft/s Velocity Upstream = 7.63 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0.22 ftA2 Area Upstream = 0 .22 ftA2 Kj (JLC) = 0 .50 Calculated Junction Loss = NA - - - - INLET INFORMATION- - - - Downstream Inlet = MH 73B Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0 .00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 1 .71 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 1 .71 cfs Flow Intercepted by Current Inlet = 1 .71 cfs Bypassed Flow = 0 .00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0 .00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * 95 Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 % PIPE DESCRIPTION: Pipe 16 . - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 16 Downstream Pipe = Pipe 1 Pipe Material = HDPE Pipe Length = 167.25 ft Plan Length = 171 .21 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 32.24 cfs Invert Elevation Downstream = 502.00 ft Invert Elevation Upstream = 505.40 ft Invert Slope = 2 .03% Invert Slope (Plan Length) = 1 .99% Rim Elevation Downstream = 515.07 ft Rim Elevation Upstream = 522.70 ft Natural Ground Slope = 4.57% Crown Elevation Downstream = 504.00 ft Crown Elevation Upstream = 507.40 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.22 ac Runoff Coefficient = 0.750 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 1 . 13 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 3.44 ac Weighted Coefficient = 0.761 Total Time of Concentration = 6.64 min Total Intensity = 6. 19 in/hr Total Rational Flow = 16.34 cfs Total Flow = 16.34 cfs Uniform Capacity = 32.24 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 503.01 ft HGL Elevation Upstream = 506.41 ft HGL Slope = 2.03 % EGL Elevation Downstream = 504.66 ft EGL Elevation Upstream = 508.06 ft EGL Slope = 2.03 % Critical Depth = 17.49 in Depth Downstream = 12 .09 in . Depth Upstream = 12.09 in Velocity Downstream = 10.30 ft/s Velocity Upstream = 10.30 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 1 .59 ftA2 Area Upstream = 1 .59 ftA2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.000 ft - - - -INLET INFORMATION- - - - Downstream Inlet = MH 73B Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0.00 ft/ft Gutter Local Depression = 0 .00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 1 . 13 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 1 . 13 cfs Flow Intercepted by Current Inlet = 1 . 13 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 % PIPE DESCRIPTION: Pipe 17 • - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 17 Downstream Pipe = Pipe 16 Pipe Material = HDPE Pipe Length = 94.58 ft Plan Length = 98.52 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 42.87 cfs Invert Elevation Downstream = 505.50 ft Invert Elevation Upstream = 508.90 ft Invert Slope = 3.60% Invert Slope (Plan Length) = 3.45% Rim Elevation Downstream = 522.70 ft Rim Elevation Upstream = 523.00 ft Natural Ground Slope = 0.32% Crown Elevation Downstream = 507.50 ft Crown Elevation Upstream = 510.90 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.34 ac Runoff Coefficient = 0.850 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 1 .94 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 3.22 ac Weighted Coefficient = 0.762 Total Time of Concentration = 6.51 min Total Intensity = 6.22 in/hr Total Rational Flow = 15.40 cfs Total Flow = 15.40 cfs Uniform Capacity = 42.87 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 506.33 ft HGL Elevation Upstream = 509.73 ft HGL Slope = 3.60 % EGL Elevation Downstream = 508.77 ft EGL Elevation Upstream = 512. 17 ft EGL Slope = 3.60 % Critical Depth = 16.98 in Depth Downstream = 9.94 in . Depth Upstream = 9.94 in Velocity Downstream = 12 .53 ft/s Velocity Upstream = 12 .53 ft/s Uniform Velocity Downstream = 0 .00 ft/s Uniform Velocity Upstream = 0 .00 ft/s Area Downstream = 1 .23 ft"2 Area Upstream = 1 .23 ftA2 Kj (JLC) = 0.50 Calculated Junction Loss = 1 .881 ft - - - -INLET INFORMATION- - - - Downstream Inlet = DI 92 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0 .00 ft Ponding Width = 0 .00 ft Intercept Efficiency = * % Flow from Catchment = 1 .94 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 1 .94 cfs Flow Intercepted by Current Inlet = 1 .94 cfs Bypassed Flow = 0 .00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0 .00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * 96 Slot Efficiency = * 96 Total Efficiency = 100.00 % PIPE DESCRIPTION : Pipe 18 . - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 18 Downstream Pipe = Pipe 17 Pipe Material = HDPE Pipe Length = 2.09 ft Plan Length = 6.09 ft Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 14. 12 cfs Invert Elevation Downstream = 515.90 ft Invert Elevation Upstream = 516.00 ft Invert Slope = 4.79% Invert Slope (Plan Length) = 1 .64% Rim Elevation Downstream = 523.00 ft Rim Elevation Upstream = 522.80 ft Natural Ground Slope = -9.57% Crown Elevation Downstream = 517. 15 ft Crown Elevation Upstream = 517.25 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.45 ac Runoff Coefficient = 0.750 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 2 .27 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.45 ac Weighted Coefficient = 0.750 Total Time of Concentration = 5.00 min Total Intensity = 6.70 in/hr Total Rational Flow = 2.27 cfs Total Flow = 2 .27 cfs Uniform Capacity = 14. 12 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 516.24 ft HGL Elevation Upstream = 516.89 ft HGL Slope = 31 .34 % EGL Elevation Downstream = 517.35 ft EGL Elevation Upstream = 518.00 ft EGL Slope = 31 .34 % Critical Depth = 7.22 in Depth Downstream = 4.06 in . Depth Upstream = 4.06 in Velocity Downstream = 8.44 ft/s Velocity Upstream = 8.44 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0.27 ftA2 Area Upstream = 0.27 ftA2 Kj (JLC) = 0 .50 Calculated Junction Loss = NA - - - - INLET INFORMATION- - - - Downstream Inlet = DI 93 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0 .00 ft Ponding Width = 0 .00 ft Intercept Efficiency = * % Flow from Catchment = 2 .27 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 2 .27 cfs Flow Intercepted by Current Inlet = 2.27 cfs Bypassed Flow = 0 .00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 % PIPE DESCRIPTION: Pipe 22 • - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 22 Downstream Pipe = Pipe 17 Pipe Material = HDPE Pipe Length = 122.80 ft Plan Length = 126.77 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 30.95 cfs Invert Elevation Downstream = 509.00 ft Invert Elevation Upstream = 511 .30 ft Invert Slope = 1 .87% Invert Slope (Plan Length) = 1 .81% Rim Elevation Downstream = 523.00 ft Rim Elevation Upstream = 522.80 ft Natural Ground Slope = -0. 16% Crown Elevation Downstream = 511 .00 ft Crown Elevation Upstream = 513.30 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.07 ac Runoff Coefficient = 0.900 Inlet Time = 5.00 min Inlet Intensity = 6. 70 in/hr Inlet Rational Flow = 0.44 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 1 .80 ac Weighted Coefficient = 0.758 Total Time of Concentration = 5.99 min Total Intensity = 6.38 in/hr Total Rational Flow = 8.77 cfs Total Flow = 8. 77 cfs Uniform Capacity = 30.95 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 511 .61 ft HGL Elevation Upstream = 512.36 ft HGL Slope = 0.61 % EGL Elevation Downstream = 511 .73 ft EGL Elevation Upstream = 512.78 ft EGL Slope = 0.85 % Critical Depth = 12.68 in Depth Downstream = 24.00 in Depth Upstream = 12 .68 in Velocity Downstream = 2 .79 ft/s Velocity Upstream = 5.21 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 3. 14 ft"2 Area Upstream = 1 .68 ft"2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.588 ft - - - -INLET INFORMATION- - - - Downstream Inlet = DI 93 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0 .00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.44 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.44 cfs Flow Intercepted by Current Inlet = 0 .44 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0 .00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * 96 Slot Efficiency = * % Total Efficiency = 100.00 % PIPE DESCRIPTION: Pipe 23 • - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 23 Downstream Pipe = Pipe 22 Pipe Material = HDPE Pipe Length = 224.54 ft Plan Length = 228.46 ft Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 10.55 cfs Invert Elevation Downstream = 518.00 ft Invert Elevation Upstream = 524.00 ft Invert Slope = 2.67% Invert Slope (Plan Length) = 2 .63% Rim Elevation Downstream = 522.80 ft Rim Elevation Upstream = 532.20 ft Natural Ground Slope = 4. 19% Crown Elevation Downstream = 519.25 ft Crown Elevation Upstream = 525.25 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.09 ac Runoff Coefficient = 0.900 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.55 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0. 18 ac Weighted Coefficient = 0.900 Total Time of Concentration = 5.27 min Total Intensity = 6.61 in/hr Total Rational Flow = 1 .08 cfs Total Flow = 1 .08 cfs Uniform Capacity = 10.55 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 518.27 ft HGL Elevation Upstream = 524.27 ft HGL Slope = 2.67 % EGL Elevation Downstream = 518. 75 ft EGL Elevation Upstream = 524.75 ft EGL Slope = 2.67 % Critical Depth = 4.91 in Depth Downstream = 3.24 in . Depth Upstream = 3.24 in Velocity Downstream = 5.54 ft/s Velocity Upstream = 5.54 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0.20 ftA2 Area Upstream = 0.20 ftA2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.392 ft - - - -INLET INFORMATION- - - - Downstream Inlet = DI 98 Inlet Description = <None> Inlet Type = Computation Case = Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0 .00 ft/ft Gutter Local Depression = 0 .00 in Gutter Width = 0 .00 ft Ponding Width = 0 .00 ft Intercept Efficiency = * % Flow from Catchment = 0.55 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.55 cfs Flow Intercepted by Current Inlet = 0.55 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0 .00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * 96 Slot Efficiency = * 96 Total Efficiency = 100.00 % PIPE DESCRIPTION: Pipe 24 • - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 24 Downstream Pipe = Pipe 23 Pipe Material = HDPE Pipe Length = 27.47 ft Plan Length = 31 .47 ft Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning ' s "n" = 0 .013 Pipe Capacity at Invert Slope = 6. 75 cfs Invert Elevation Downstream = 524.20 ft Invert Elevation Upstream = 524.50 ft Invert Slope = 1 .09% Invert Slope (Plan Length) = 0.95% Rim Elevation Downstream = 532.20 ft Rim Elevation Upstream = 532.40 ft Natural Ground Slope = 0.73% Crown Elevation Downstream = 525.45 ft Crown Elevation Upstream = 525.75 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.09 ac Runoff Coefficient = 0.900 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.55 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.09 ac Weighted Coefficient = 0.900 Total Time of Concentration = 5.00 min Total Intensity = 6. 70 in/hr Total Rational Flow = 0.55 cfs Total Flow = 0.55 cfs Uniform Capacity = 6. 75 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 524.66 ft HGL Elevation Upstream = 524.84 ft HGL Slope = 0 .65 % EGL Elevation Downstream = 524.69 ft EGL Elevation Upstream = 524.94 ft EGL Slope = 0.92 % Critical Depth = 3 .46 in Depth Downstream = 5 .54 in Depth Upstream = 3.46 in Velocity Downstream = 1 .33 ft/s Velocity Upstream = 2.56 ft/s Uniform Velocity Downstream = 0 .00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0.41 ftA2 Area Upstream = 0.21 ftA2 Kj (JLC) = 0.50 Calculated Junction Loss = NA - - - - INLET INFORMATION- - - - Downstream Inlet = DI 99 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0 .00 ft/ft Gutter Cross-Slope = 0 .00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.55 cfs Carryover from previous inlet = 0 .00 cfs Total Flow to Current Inlet = 0 .55 cfs Flow Intercepted by Current Inlet = 0.55 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0 .00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * Grate Efficiency = * % Slot Efficiency = * Total Efficiency = 100.00 % PIPE DESCRIPTION: Pipe 25 • - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 25 Downstream Pipe = Pipe 22 Pipe Material = HDPE Pipe Length = 26.00 ft Plan Length = 30.00 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 14.56 cfs Invert Elevation Downstream = 511 .50 ft Invert Elevation Upstream = 512.00 ft Invert Slope = 1 .92% Invert Slope (Plan Length) = 1 .67% Rim Elevation Downstream = 522.80 ft Rim Elevation Upstream = 522.80 ft Natural Ground Slope = 0.00% Crown Elevation Downstream = 513.00 ft Crown Elevation Upstream = 513.50 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.07 ac Runoff Coefficient = 0.900 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.44 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 1 .55 ac Weighted Coefficient = 0.735 Total Time of Concentration = 5.89 min Total Intensity = 6.41 in/hr Total Rational Flow = 7.35 cfs Total Flow = 7.35 cfs Uniform Capacity = 14.56 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 512.94 ft HGL Elevation Upstream = 513.05 ft HGL Slope = 0.41 % EGL Elevation Downstream = 513.22 ft EGL Elevation Upstream = 513.53 ft EGL Slope = 1 .20 % Critical Depth = 12 .60 in Depth Downstream = 17.33 in Depth Upstream = 12.60 in Velocity Downstream = 4.21 ft/s Velocity Upstream = 5.56 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 1 .75 ft^2 Area Upstream = 1 .32 ft"2 Kj (JLC) = 0 .50 Calculated Junction Loss = 0.477 ft - - - -INLET INFORMATION- - - - Downstream Inlet = DI 98 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.44 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.44 cfs Flow Intercepted by Current Inlet = 0.44 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 % PIPE DESCRIPTION: Pipe 26 • - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 26 Downstream Pipe = Pipe 25 Pipe Material = HDPE Pipe Length = 17.64 ft Plan Length = 21 .64 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 15.81 cfs Invert Elevation Downstream = 512.20 ft Invert Elevation Upstream = 512.60 ft Invert Slope = 2.27% Invert Slope (Plan Length) = 1 .85% Rim Elevation Downstream = 522.80 ft Rim Elevation Upstream = 522.50 ft Natural Ground Slope = - 1 . 70% Crown Elevation Downstream = 513.70 ft Crown Elevation Upstream = 514. 10 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.40 ac Runoff Coefficient = 0.800 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 2 . 16 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 1 .47 ac Weighted Coefficient = 0.727 Total Time of Concentration = 5.81 min Total Intensity = 6.44 in/hr Total Rational Flow = 6.95 cfs Total Flow = 6.95 cfs Uniform Capacity = 15.81 cfs Skipped flow = 0 .00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 513.53 ft HGL Elevation Upstream = 513.62 ft HGL Slope = 0.53 % EGL Elevation Downstream = 513.80 ft EGL Elevation Upstream = 514.08 ft EGL Slope = 1 .57 % Critical Depth = 12.25 in Depth Downstream = 15.93 in Depth Upstream = 12.25 in Velocity Downstream = 4.20 ft/s Velocity Upstream = 5 .43 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 1 .65 ftA2 Area Upstream = 1 .28 ftA2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.832 ft - - - -INLET INFORMATION- - - - Downstream Inlet = DI 101 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 2 . 16 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 2 . 16 cfs Flow Intercepted by Current Inlet = 2 . 16 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0 .00 cfs Gutter Flow = 0 .00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0 .00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 % PIPE DESCRIPTION: Pipe 27 • - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 27 Downstream Pipe = Pipe 26 Pipe Material = HDPE Pipe Length = 36.71 ft Plan Length = 40.70 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 12.25 cfs Invert Elevation Downstream = 512.80 ft Invert Elevation Upstream = 513.30 ft Invert Slope = 1 .36% Invert Slope (Plan Length) = 1 .23% Rim Elevation Downstream = 522.50 ft Rim Elevation Upstream = 521 .50 ft Natural Ground Slope = -2.72% Crown Elevation Downstream = 514.30 ft Crown Elevation Upstream = 514.80 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.20 ac Runoff Coefficient = 0.750 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 1 .03 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0 .00 cfs Total Area = 1 .07 ac Weighted Coefficient = 0.700 Total Time of Concentration = 5.59 min Total Intensity = 6.51 in/hr Total Rational Flow = 4.93 cfs Total Flow = 4.93 cfs Uniform Capacity = 12.25 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 514.45 ft HGL Elevation Upstream = 514.49 ft HGL Slope = 0.09 % EGL Elevation Downstream = 514.57 ft EGL Elevation Upstream = 514.65 ft EGL Slope = 0.22 % Critical Depth = 10.25 in Depth Downstream = 18.00 in Depth Upstream = 14.22 in Velocity Downstream = 2 .79 ft/s Velocity Upstream = 3.29 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 1 .77 ftA2 Area Upstream = 1 .50 ftA2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.283 ft - - - - INLET INFORMATION- - - - Downstream Inlet = DI 102 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0 .00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 1 .03 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 1 .03 cfs Flow Intercepted by Current Inlet = 1 .03 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 % PIPE DESCRIPTION: Pipe 28 . - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 28 Downstream Pipe = Pipe 27 Pipe Material = HDPE Pipe Length = 56.73 ft Plan Length = 60.72 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 14.62 cfs Invert Elevation Downstream = 513.50 ft Invert Elevation Upstream = 514.60 ft Invert Slope = 1 .94% Invert Slope (Plan Length) = 1 .81% Rim Elevation Downstream = 521 .50 ft Rim Elevation Upstream = 521 .50 ft Natural Ground Slope = 0.00% Crown Elevation Downstream = 515.00 ft Crown Elevation Upstream = 516. 10 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.22 ac Runoff Coefficient = 0.750 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 1 .09 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.87 ac Weighted Coefficient = 0.689 Total Time of Concentration = 5.29 min Total Intensity = 6.60 in/hr Total Rational Flow = 3.99 cfs Total Flow = 3.99 cfs Uniform Capacity = 14.62 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 514.77 ft HGL Elevation Upstream = 515.36 ft HGL Slope = 1 .05 % EGL Elevation Downstream = 514.87 ft EGL Elevation Upstream = 515.67 ft EGL Slope = 1 .41 % Critical Depth = 9. 17 in Depth Downstream = 15.22 in Depth Upstream = 9. 17 in Velocity Downstream = 2 .50 ft/s Velocity Upstream = 4.41 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 1 .59 ftA2 Area Upstream = 0.91 ftA2 Kj (JLC) = 0.50 Calculated Junction Loss = 0 .815 ft - - - -INLET INFORMATION- - - - Downstream Inlet = DI 103 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 1 .09 cfs Carryover from previous inlet = 0 .00 cfs Total Flow to Current Inlet = 1 .09 cfs Flow Intercepted by Current Inlet = 1 .09 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0 .00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * 96 Grate Efficiency = * 96 Slot Efficiency = * 96 Total Efficiency = 100.00 % PIPE DESCRIPTION : Pipe 29 • - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 29 Downstream Pipe = Pipe 28 Pipe Material = HDPE Pipe Length = 71 .26 ft Plan Length = 75.24 ft Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 9.05 cfs Invert Elevation Downstream = 515.80 ft Invert Elevation Upstream = 517.20 ft Invert Slope = 1 .97% Invert Slope (Plan Length) = 1 .86% Rim Elevation Downstream = 521 .50 ft Rim Elevation Upstream = 523.20 ft Natural Ground Slope = 2.39% Crown Elevation Downstream = 517.05 ft Crown Elevation Upstream = 518.45 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.32 ac Runoff Coefficient = 0.850 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 1 .81 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.32 ac Weighted Coefficient = 0.850 Total Time of Concentration = 5.00 min Total Intensity = 6.70 in/hr Total Rational Flow = 1 .81 cfs Total Flow = 1 .81 cfs Uniform Capacity = 9.05 cfs Skipped flow = 0.00 cfs Infiltration = 0 .00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 516. 18 ft HGL Elevation Upstream = 517.84 ft HGL Slope = 2 .33 % EGL Elevation Downstream = 516.69 ft EGL Elevation Upstream = 518.35 ft EGL Slope = 2.33 % Critical Depth = 6.42 in Depth Downstream = 4.55 in . Depth Upstream = 4.55 in Velocity Downstream = 5 .76 ft/s Velocity Upstream = 5 .76 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0.31 ft"2 Area Upstream = 0.31 ft"2 Kj (JLC) = 0.50 Calculated Junction Loss = NA - - - - INLET INFORMATION- - - - Downstream Inlet = DI 104 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0 .00 ft/ft Gutter Local Depression = 0 .00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 1 .81 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 1 .81 cfs Flow Intercepted by Current Inlet = 1 .81 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0 .00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 % PIPE DESCRIPTION : Pipe 19 - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 19 Downstream Pipe = Pipe 17 Pipe Material = HDPE Pipe Length = 103.06 ft Plan Length = 107.05 ft Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 8.99 cfs Invert Elevation Downstream = 513.00 ft Invert Elevation Upstream = 515.00 ft Invert Slope = 1 .94% Invert Slope (Plan Length) = 1 .87% Rim Elevation Downstream = 523.00 ft Rim Elevation Upstream = 524.25 ft Natural Ground Slope = 1 .21% Crown Elevation Downstream = 514.25 ft Crown Elevation Upstream = 516.25 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.36 ac Runoff Coefficient = 0.800 Inlet Time = 5.00 min Inlet Intensity = 6. 70 in/hr Inlet Rational Flow = 1 .97 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.64 ac Weighted Coefficient = 0.734 Total Time of Concentration = 5. 74 min Total Intensity = 6.46 in/hr Total Rational Flow = 3.06 cfs Total Flow = 3.06 cfs Uniform Capacity = 8.99 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 513.50 ft HGL Elevation Upstream = 515.50 ft HGL Slope = 1 .94 % EGL Elevation Downstream = 514. 19 ft EGL Elevation Upstream = 516. 19 ft EGL Slope = 1 .94 % Critical Depth = 8 .44 in Depth Downstream = 6.03 in Depth Upstream = 6.03 in Velocity Downstream = 6.63 ft/s Velocity Upstream = 6.63 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0.46 ft"2 Area Upstream = 0.46 ftA2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.487 ft - - - -INLET INFORMATION- - - - Downstream Inlet = DI 93 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 1 .97 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 1 .97 cfs Flow Intercepted by Current Inlet = 1 .97 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 % PIPE DESCRIPTION: Pipe 20 • - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 20 Downstream Pipe = Pipe 19 Pipe Material = HDPE Pipe Length = 31 .74 ft Plan Length = 35.73 ft Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 8.88 cfs Invert Elevation Downstream = 515.20 ft Invert Elevation Upstream = 515.80 ft Invert Slope = 1 .89% Invert Slope (Plan Length) = 1 .68% Rim Elevation Downstream = 524.25 ft Rim Elevation Upstream = 523.50 ft Natural Ground Slope = -2.36% Crown Elevation Downstream = 516.45 ft Crown Elevation Upstream = 517.05 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0. 11 ac Runoff Coefficient = 0.500 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.38 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.28 ac Weighted Coefficient = 0.647 Total Time of Concentration = 5 .48 min Total Intensity = 6.54 in/hr Total Rational Flow = 1 . 17 cfs Total Flow = 1 . 17 cfs Uniform Capacity = 8.88 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 515.99 ft HGL Elevation Upstream = 516.23 ft HGL Slope = 0.75 % EGL Elevation Downstream = 516.02 ft EGL Elevation Upstream = 516.38 ft EGL Slope = 1 . 14 % Critical Depth = 5. 13 in Depth Downstream = 9.47 in . Depth Upstream = 5. 13 in Velocity Downstream = 1 .44 ft/s Velocity Upstream = 3. 17 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0.82 ftA2 Area Upstream = 0 .37 ftA2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.253 ft - - - -INLET INFORMATION- - - - Downstream Inlet = DI 95 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0 .38 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.38 cfs Flow Intercepted by Current Inlet = 0.38 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0 .00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0 .00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 % PIPE DESCRIPTION : Pipe 21 • - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 21 Downstream Pipe = Pipe 20 Pipe Material = HDPE Pipe Length = 63.87 ft Plan Length = 67.86 ft Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 8.08 cfs Invert Elevation Downstream = 516.00 ft Invert Elevation Upstream = 517.00 ft Invert Slope = 1 .57% Invert Slope (Plan Length) = 1 .475 Rim Elevation Downstream = 523.50 ft Rim Elevation Upstream = 522. 15 ft Natural Ground Slope = -2. 11% Crown Elevation Downstream = 517.25 ft Crown Elevation Upstream = 518.25 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0 . 16 ac Runoff Coefficient = 0.750 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.82 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0. 16 ac Weighted Coefficient = 0.750 Total Time of Concentration = 5.00 min Total Intensity = 6.70 in/hr Total Rational Flow = 0.82 cfs Total Flow = 0.82 cfs Uniform Capacity = 8.08 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 516.48 ft HGL Elevation Upstream = 517.42 ft HGL Slope = 1 .47 % EGL Elevation Downstream = 516.54 ft EGL Elevation Upstream = 517.55 ft EGL Slope = 1 .58 % Critical Depth = 4.26 in Depth Downstream = 5.76 in Depth Upstream = 4.26 in Velocity Downstream = 1 .89 ft/s Velocity Upstream = 2 .86 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0 .43 ftA2 Area Upstream = 0.29 ftA2 Kj (JLC) = 0.50 Calculated Junction Loss = NA - - - -INLET INFORMATION- - - - Downstream Inlet = DI 96 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0 .00 ft Ponding Width = 0 .00 ft Intercept Efficiency = * % Flow from Catchment = 0.82 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.82 cfs Flow Intercepted by Current Inlet = 0 .82 cfs Bypassed Flow = 0 .00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0 .00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 % PIPE DESCRIPTION : Pipe 30 • - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 30 Downstream Pipe = Pipe 28 Pipe Material = HDPE Pipe Length = 32.79 ft Plan Length = 36.78 ft Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 9.43 cfs Invert Elevation Downstream = 514.80 ft Invert Elevation Upstream = 515.50 ft Invert Slope = 2. 14% Invert Slope (Plan Length) = 1 .90% Rim Elevation Downstream = 521 .50 ft Rim Elevation Upstream = 521 .00 ft Natural Ground Slope = - 1 .52% Crown Elevation Downstream = 516.05 ft Crown Elevation Upstream = 516.75 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.34 ac Runoff Coefficient = 0.500 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 1 . 15 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.34 ac Weighted Coefficient = 0.500 Total Time of Concentration = 5.00 min Total Intensity = 6.70 in/hr Total Rational Flow = 1 . 15 cfs Total Flow = 1 . 15 cfs Uniform Capacity = 9.43 cfs Skipped flow = 0 .00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 515.86 ft HGL Elevation Upstream = 516.00 ft HGL Slope = 0.42 % EGL Elevation Downstream = 515.88 ft EGL Elevation Upstream = 516. 15 ft EGL Slope = 0.84 % Critical Depth = 5.07 in Depth Downstream = 12 .76 in Depth Upstream = 5.07 in Velocity Downstream = 1 .03 ft/s Velocity Upstream = 3. 15 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 1 . 11 ftA2 Area Upstream = 0.36 ftA2 Kj (JLC) = 0.50 Calculated Junction Loss = NA - - - - INLET INFORMATION- - - - Downstream Inlet = DI 104 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 1 . 15 cfs Carryover from previous inlet = 0 .00 cfs Total Flow to Current Inlet = 1 . 15 cfs Flow Intercepted by Current Inlet = 1 . 15 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0 .00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 % • C 0 rl0 C 0 7 E co a) L ,--I 4-1 r-I CO COCO U) c0 Cr) n n C N N N N • +-1 00 O m m m m 0. 00000 1- Ln L() N. CO L CO I!') CO CO 1` 0) ,O^ r ,T^ ,T^ ,T^ > In LC) Lf) LO Lf) C }1 I-1 4- CO T T N CO 0 0 C l' CO 0 0 T T 0 0 0 0 0 0 . }, 0 (0000) 0) • •• O 0 0 L 1` O N- Lo Ln 4-I E CO N O T T T T co 'ri as > LO LO Ln LO LI) 0 I- 0_ C 4-' H4- 0- 0) I' T00 M Ln Iss O 1` M �J1t CO Ln ` 0) OD 1 V 'I"' 0,^ T T T T LO 4- Ln Ln LO Lf) 4-1C.- 0 0 C 0- O 0 0) '1' 4- 00 CC 0 T CO T 0) 0) >, �Jec 1'- O co LA LI) L (7 4-+ 0 4- T T T 3 = 4- LO Ln Ln Ln LO E C/) E U) •r1 L CI 3 a) 00000 a) Q co •rl C 1' I' L)) CO CO OL •1-I N N T T 1- E E 0) L C 0 •r{ +r C- CO a) 3 N 0 C r-1 •r♦ LL 0) C N r-I W N . co (00) 000 _c Cl) TTN00 >+1' 0 04- O U co I- 0 4- TTO0 r-I I- N r-I CC 0 O LL Q > N -• = 0 a) a) E •• E Lo +•I `1 CU OD CO N m m Z 0 L Z T N CO el' Lf) 0 0 L •r-. ? a) a) a) a) a) a) a) 0 +-+ 0. 0. 0. 0- 0- 0 U) L a) •r♦ •r1 •rl •rl •rl •r1 = aZ 0_ aO. 0_ ad PIPE DESCRIPTION : Pipe 1B - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 18 Downstream Pipe = Outfall Pipe Material = CMCP Pipe Length = 18.05 ft Plan Length = 20.00 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 62.97 cfs Invert Elevation Downstream = 507.00 ft Invert Elevation Upstream = 508.40 ft Invert Slope = 7.78% Invert Slope (Plan Length) = 7.00% Rim Elevation Downstream = 520.00 ft Rim Elevation Upstream = 521 .61 ft Natural Ground Slope = 8.93% Crown Elevation Downstream = 509.00 ft Crown Elevation Upstream = 510.40 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.00 ac Runoff Coefficient = 0.750 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.24 ac Weighted Coefficient = 0.750 Total Time of Concentration = 5.66 min Total Intensity = 6.48 in/hr Total Rational Flow = 1 . 16 cfs Total Flow = 1 . 16 cfs Uniform Capacity = 62.97 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 507. 19 ft HGL Elevation Upstream = 508.59 ft HGL Slope = 7.78 % EGL Elevation Downstream = 508. 12 ft EGL Elevation Upstream = 509.52 ft EGL Slope = 7. 78 % Critical Depth = 4.45 in Depth Downstream = 2.26 in - Depth Upstream = 2.26 in Velocity Downstream = 7. 74 ft/s Velocity Upstream = 7. 74 ft/s Uniform Velocity Downstream = 0 .00 ft/s Uniform Velocity Upstream = 7.74 ft/s Area Downstream = 0. 15 ftA2 Area Upstream = 0. 15 ftA2 Kj (JLC) = 0.50 Calculated Junction Loss = 2 .253 ft - - - - INLET INFORMATION- - - - Downstream Inlet = Outfall Inlet Description = None Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0 .00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION : Pipe 2B ' - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 2B Downstream Pipe = Pipe 1B Pipe Material = RCP Pipe Length = 168.91 ft Plan Length = 172.84 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 38.51 cfs Invert Elevation Downstream = 510.60 ft Invert Elevation Upstream = 515.50 ft Invert Slope = 2 .90% Invert Slope (Plan Length) = 2.84% Rim Elevation Downstream = 521 .61 ft Rim Elevation Upstream = 522.73 ft Natural Ground Slope = 0.66% Crown Elevation Downstream = 512.60 ft Crown Elevation Upstream = 517.50 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.24 ac Weighted Coefficient = 0. 750 Total Time of Concentration = 5. 14 min Total Intensity = 6.66 in/hr Total Rational Flow = 1 . 19 cfs Total Flow = 1 . 19 cfs Uniform Capacity = 38.51 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 510.84 ft HGL Elevation Upstream = 515.74 ft HGL Slope = 2 .90 % EGL Elevation Downstream = 511 .32 ft EGL Elevation Upstream = 516.22 ft EGL Slope = 2.90 % Critical Depth = 4.51 in Depth Downstream = 2 .89 in Depth Upstream = 2 .89 in Velocity Downstream = 5.53 ft/s Velocity Upstream = 5.53 ft/s Uniform Velocity Downstream = 5.53 ft/s Uniform Velocity Upstream = 5.53 ft/s Area Downstream = 0.21 ftA2 Area Upstream = 0.21 ftA2 Kj (JLC) = 0 .50 Calculated Junction Loss = 2 .370 ft - - - - INLET INFORMATION- - - - Downstream Inlet = MH 23 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0 .00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0 .00 % PIPE DESCRIPTION: Pipe 32 • - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 32 Downstream Pipe = Pipe 2B Pipe Material = HDPE Pipe Length = 37.85 ft Plan Length = 41 .84 ft Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 8. 78 cfs Invert Elevation Downstream = 517.80 ft Invert Elevation Upstream = 518.50 ft Invert Slope = 1 .85% Invert Slope (Plan Length) = 1 .67% Rim Elevation Downstream = 522.73 ft Rim Elevation Upstream = 521 .50 ft Natural Ground Slope = -3.25% Crown Elevation Downstream = 519.05 ft Crown Elevation Upstream = 519.75 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.24 ac Runoff Coefficient = 0.750 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 1 .20 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.24 ac Weighted Coefficient = 0.750 Total Time of Concentration = 5.00 min Total Intensity = 6.70 in/hr Total Rational Flow = 1 .20 cfs Total Flow = 1 .20 cfs Uniform Capacity = 8.78 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 518. 11 ft HGL Elevation Upstream = 519.01 ft HGL Slope = 2.37 % EGL Elevation Downstream = 518.50 ft EGL Elevation Upstream = 519.40 ft EGL Slope = 2.37 % Critical Depth = 5 . 17 in Depth Downstream = 3.74 in - Depth Upstream = 3.74 in Velocity Downstream = 5.01 ft/s Velocity Upstream = 5.01 ft/s Uniform Velocity Downstream = 5 .01 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0.24 ftA2 Area Upstream = 0 .24 ftA2 Kj (JLC) = 0.50 Calculated Junction Loss = NA - - - -INLET INFORMATION- - - - Downstream Inlet = MH 27B Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 1 .20 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 1 .20 cfs Flow Intercepted by Current Inlet = 1 .20 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * 96 Slot Efficiency = * 96 Total Efficiency = 100.00 % PIPE DESCRIPTION: Pipe 4B - - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 4B Downstream Pipe = Pipe 2B Pipe Material = RCP Pipe Length = 73.45 ft Plan Length = 77.39 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 20.50 cfs Invert Elevation Downstream = 515.90 ft Invert Elevation Upstream = 518.70 ft Invert Slope = 3.82% Invert Slope (Plan Length) = 3.62% Rim Elevation Downstream = 522. 73 ft Rim Elevation Upstream = 522. 17 ft Natural Ground Slope = -0.76% Crown Elevation Downstream = 517.40 ft Crown Elevation Upstream = 520.20 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 5.00 min Total Intensity = 6.70 in/hr Total Rational Flow = 0.00 cfs Total Flow = 0.00 cfs Uniform Capacity = 20.50 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 515.90 ft HGL Elevation Upstream = 518. 70 ft HGL Slope = 3.82 % EGL Elevation Downstream = 515.90 ft EGL Elevation Upstream = 518.70 ft EGL Slope = 3.82 % Critical Depth = 0.00 in Depth Downstream = 0.00 in Depth Upstream = 0.00 in Velocity Downstream = 0.00 ft/s Velocity Upstream = 0.00 ft/s Uniform Velocity Downstream = 6.47 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0.00 ftA2 Area Upstream = 0.00 ftA2 Kj (JLC) = 0 .50 Calculated Junction Loss = NA - - - -INLET INFORMATION- - - - Downstream Inlet = MH 27B Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0 .00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 5B • - - - -RAINFALL INFORMATION- - - - Return Period = 10 Year Rainfall File = Albemarle 2005 - - - -PIPE INFORMATION- - - - Current Pipe = Pipe 5B Downstream Pipe = Pipe 2B Pipe Material = RCP Pipe Length = 124.07 ft Plan Length = 128.06 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning ' s "n" = 0.013 Pipe Capacity at Invert Slope = 11 . 15 cfs Invert Elevation Downstream = 515.90 ft Invert Elevation Upstream = 517.30 ft Invert Slope = 1 . 13% Invert Slope (Plan Length) = 1 .09% Rim Elevation Downstream = 522.73 ft Rim Elevation Upstream = 521 .50 ft Natural Ground Slope = -0.99% Crown Elevation Downstream = 517.40 ft Crown Elevation Upstream = 518.80 ft - - - -FLOW INFORMATION- - - - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 5.00 min Total Intensity = 6.70 in/hr Total Rational Flow = 0.00 cfs Total Flow = 0.00 cfs Uniform Capacity = 11 . 15 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -HYDRAULIC INFORMATION- - - - HGL Elevation Downstream = 515.90 ft HGL Elevation Upstream = 517.30 ft HGL Slope = 1 . 13 % EGL Elevation Downstream = 515.90 ft EGL Elevation Upstream = 517.30 ft EGL Slope = 1 . 13 % Critical Depth = 0.00 in Depth Downstream = 0 .00 in Depth Upstream = 0.00 in Velocity Downstream = 0.00 ft/s Velocity Upstream = 0.00 ft/s Uniform Velocity Downstream = 4.20 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0.00 ftA2 Area Upstream = 0.00 ftA2 Kj (JLC) = 0.50 Calculated Junction Loss = NA - - - - INLET INFORMATION- - - - Downstream Inlet = MH 27B Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross-Slope = 0.00 ft/ft Gutter Cross-Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % Outlet Protection Calculations Discharge: 30 cfs Outlet Pipe Diameter,Do:24 in. d50 Riprap size: 0.6 ft.(Plate 3.18-3) Minimum Apron Length,La: 18 ft.(Plate 3.18-3) Upstream width of riprap apron,Wu: 6 ft. Wu=3*Do Downstream width of riprap apron,Wd:20 ft. Wd=Do+La DIVISION 3 - Storm Inlet Calculations Woolley Engineering UVA Research Park Job#1640 Town Center Four . INLET NUMBER 88 LENGTH 6.0 STATION DRAINAGE AREA = 0. 180 ACRES C VALUE = .750 CA = 0. 135 SUM CA= 0.135 INT= 4.00 CFS= 0.540 CO= 0.000 GUTTER FLOW= 0.540 GUTTER SLOPE = 0.0200 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 2.05 2.0 0.98 0.0833 4.2 1 .00 3.5 0.147 0. 167 XXXXXXXXXX COMBINATION GRATE CURB INLET ON A GRADE XXXXXXXXXX SLOT INTERCEPTS 0.42 CFS GRATE INTERCEPTS 0.12 CFS CFS INTERCEPTED= 0.54 CFS CARRYOVER= 0.00 INLET NUMBER 88 LENGTH 6.0 STATION DRAINAGE AREA = 0.180 ACRES C VALUE = .750 CA = 0.135 SUM CA= 0. 135 INT= 6.50 CFS= 0.878 CO= 0.000 GUTTER FLOW= 0.878 GUTTER SLOPE = 0.0200 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 3.63 2.0 0.55 0.0833 4.2 0.97 3.5 0.147 0. 162 XXXXXXXXXX COMBINATION GRATE CURB INLET ON A GRADE XXXXXXXXXX SLOT INTERCEPTS 0.59 CFS GRATE INTERCEPTS 0.29 CFS CFS INTERCEPTED= 0.88 CFS CARRYOVER= 0.00 s INLET NUMBER 90 LENGTH 6.0 STATION DRAINAGE AREA = 0.220 ACRES C VALUE = .750 CA = 0.165 SUM CA= 0.165 INT= 4.00 CFS= 0.660 CO= 0.000 GUTTER FLOW= 0.660 GUTTER SLOPE = 0.0200 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 2.69 2.0 0.74 0.0833 4.2 1 .00 3.5 0.147 0. 166 XXXXXXXXXX COMBINATION GRATE CURB INLET ON A GRADE XXXXXXXXXX SLOT INTERCEPTS 0.49 CFS GRATE INTERCEPTS 0.17 CFS CFS INTERCEPTED= 0.66 CFS CARRYOVER= 0.00 INLET NUMBER 90 LENGTH 6.0 STATION DRAINAGE AREA = 0.220 ACRES C VALUE = .750 CA = 0.165 SUM CA= 0.165 INT= 6.50 CFS= 1 .072 CO= 0.000 GUTTER FLOW= 1 .072 GUTTER SLOPE = 0.0200 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 4.30 2.0 0.47 0.0833 4.2 0.93 3.5 0. 147 0.156 XXXXXXXXXX COMBINATION GRATE CURB INLET ON A GRADE XXXXXXXXXX SLOT INTERCEPTS 0.66 CFS GRATE INTERCEPTS 0.41 CFS CFS INTERCEPTED= 1 .07 CFS CARRYOVER= 0.00 r DI-1 Inlet Calculations UVA Research Park: Town Center Four Woolley Engineering 4/14/2017 Knowns: Grate Open Area,A= 2.33 ft^2 Grate Perimeter,P= 9 ft Weir Coefficient,Cw= 3 Orifice Coefficient,Co= 0.67 Acceleration due to gravity,g= 32.2 ft/s^2 Storm Structure 96 (DI-1) C= 0.5 0.5 i= 4 in/hr 6.5 in/hr A= 0.11 ft^2 0.11 ft^2 Q=CiA 0.22 cfs 0.36 cfs Qi=Cw*0.5*P*d^1.5 dw= 0.064 ft 0.089 ft Qi=Co*0.5*A*(2gd)^0.5 do= 0.001 ft 0.003 ft Maximum Ponding Depth: 0.064 ft 0.089 ft Storm Structure 106(DI-1) C= 0.5 0.5 i= 4 in/hr 6.5 in/hr A= 0.34 ft^2 0.34 ft^2 Q=CiA 0.68 cfs 1.11 cfs Qi=Cw*0.5*P*d^1.5 dw= 0.136 ft 0.189 ft Qi=Co*0.5*A*(2gd)^0.5 do= 0.012 ft 0.031 ft Maximum Ponding Depth: 0.136 ft 0.189 ft Woolley Engineering UVA Research Park Job#1640 Town Center Four DIVISION 4 - Erosion & Sediment Control Calcs Woolley Engineering WA Research Park Job#1640 Town Center Four 1992 3.14 TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET (with or without an emergency spillway) Project V VA• .6*Emr - Tc4.41-1 Get4.- e— 4 Basin # ,... (Ey-teintu-) Location O1rn4 we it or i c.4- h rre Total area draining to basin: S.2-/9 acres. Basin Volume Design Wet Storage: 1. Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). 67 cu. yds. x 5 . 23 acres = 350.4cu. yds. 2. Available basin volume = 3t cu. yds. at elevation 471. 2.. (From storage - elevation curve) 3. Excavate 14/4 *Cu. yds. to obtain required volume*. 46`' C- "erCi. 14: • * Elevation corresponding to required volume = invert of the dewatering orifice. 4. Available volume before cleanout required. 33 cu. yds. x5. 2.3 acres = 11s_h.cu. yds. 5. Elevation corresponding to cleanout level = 47'. o • (From Storage - Elevation Curve) 6. Distance from invert of the dewatering orifice to cleanout level = 2. 2-ft. (Min. = 1.0 ft.) Dry Storage: 7. Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). 67 cu. yds. x '7 23 acres = •4cu. yds. III - 112 1992 3.14 8. Total available basin volume at crest of riser* = 1lio8. 'cu. yds. at elevation . 6. (From Storage - Elevation Curve) * Minimum = 134 cu. yds./acre of total drainage area. 9. Diameter of dewatering orifice = in. 10. Diameter of flexible tubing = 7 in.(diameter of dewatering orifice plus 2 inches). Preliminary Design Elevations 11. Crest of Riser = 480 • O Top of Dam = 482 . Design High Water = 4-S% • 0 Upstream Toe of Dam = 4-72 . 0 Basin Shape 12. Length of Flow L = Effective Width We 2 If > 2, baffles are not required ✓ If < 2, baffles are required Runoff 13. Q2 = 17.44. cfs (From Chapter 5) 14. Q25 = 25. t O cfs (From Chapter 5) Principal Spillway Design 15. With emergency spillway, required spillway capacity Qp = Q2 = 1l 44cfs. (riser and barrel) Without emergency spillway,required spillway capacity Qp = Q25 = 25. Icfs. (riser and barrel) III - 113 1992 3.14 16. With emergency spillway: Assumed available head (h) = I .0 ft. (Using Q2) h = Crest of Emergency Spillway Elevation - Crest of Riser Elevation Without emergency spillway: Assumed available head (h) = hl/A- ft. (Using Q25) h = Design High Water Elevation - Crest of Riser Elevation 17. Riser diameter (Dr) = 30 in. Actual head (h) = 4 ft. (From Plate 3.14-8.) Note: Avoid orifice flow conditions. 18. Barrel length (1) = 7$ ft. Head (H) on barrel through embankment = 1 ft. (From Plate 3.14-7). 19. Barrel diameter = 21 in. (From Plate 3.14-B [concrete pipe] or Plate 3.14-A [corrugated pipe]). 20. Trash rack and anti-vortex device Diameter = 4 2 inches. Height = lb inches. (From Table 3.14-D). Emergency Spillway Design 21. Required spillway capacity Qe = Q25 - Op = -7. 6'x' cfs. 22. Bottom width (b) = $ ft.; the slope of the exit channel (s) = 3.1 ft./foot; and the minimum length of the exit channel (x) = y1 ft. (From Table 3.14-C). III - 114 1992 3.14 Anti-Seep Collar Design 23. Depth of water at principal spillway crest (Y) = $ ft. Slope of upstream face of embankment (Z) = 2. :1. Slope of principal spillway barrel (Sb) = 2.9(' % Length of barrel in saturated zone (LS) = r?4. ft. 24. Number of collars required = 1. dimensions = 4%9' X 4.s (from Plate 3.14-12). Final Design Elevations 25. Top of Dam = 462 . 0 Design High Water = OM. 0 Emergency Spillway Crest = 4e1 • o Principal Spillway Crest = 4-50 .0 Dewatering Orifice Invert = 411. 2- Cleanout Elevation = 475 ,c.3 Elevation of Upstream Toe of Dam or Excavated Bottom of "Wet Storage Area" (if excavation was performed) = 0 III - 115 UVA Research Park: Town Center 4 Engineering Calculations for the Erosion & Sediment Control Plan Sediment Trap Computations for the Trap "2" Disturbed Drainage Area: 2.98 Acre Wet Storage Required: 2.98 ac * 67 (cy/ac) 199.7 cy or 5391 cf Dry Storage Required: 2.98 ac * 67 (cy/ac) 199.7 cy or 5391 cf Bottom of Trap: 490.00 Bottom of Stone Weir: 493.30 Top of Stone Weir: 495.00 Top of Trap: 496.00 Wet Storage Available: 232.9 cy Dry Storage Available: 209.1 cy Elevation Area (ft^2) Vol. (ft^3) Vol. (cy) 490.0 1073 492.0 2058 3131.0 115.96 493.3 2800 3157.7 116.95 494.0 3223 2108.0 78.08 495.0 3851 3537.0 131.00 Sub-Total Wet:493.3 6288.7 232.9 Sub-Total Dry: 5645.0 209.1 Total: 11933.8 442.0 DIVISION 5 - SWM Appendix Excerpts from Previous Reports Woolley Engineering UVA Research Park Job#1640 Town Center Four • Introduction 11\1P facilities are designed to remove pollutants from stormwater runoff before the runoff is conveyed to a receiving waterway. There are various types of BMP facilities that can he used to treat surface runoff. and the ability of each type of facility to remove pollutants varies. BMP facilities for the LTVA Research Park at North Fork will consist of two ponds. the larger pond pond I ) being a wet pond for greater pollutant removal efficiency, and the smaller pond being an extended detention dry pond. The attached Table 2 (Exhibit 1 ) from the Chesapeake Bay Local Assistance Department's f CBLAD's) "Local Assistance Manual" shows the removal efficiencies for several types of BMP facilities, including extended detention dry ponds and wet ponds. which have removal efficiencies of 20-50%. The ensuing calculations show the amount of relative pollutant load reduction that is achieved by the two ponds. Pond 2 will provide BMP storage for subbasin B2. while Pond 1 will provide BMP storage for subbasins Cl. C2, Dl. D2. El. E2. Fl, and F2 plus the offsite area within its drainage basin. Calculation of Pollutant Load Reduction Requirement Step I: Determine the percentage offthe.site that will he impervious followi, g development Proposed Land Use Cover- Phase I, UVA Research Park at North Fork Subbasin Impervious Area (Ac.) Open Space (Ac.) Total Area (Ac.) Al 18.93 34.97 53.90 A2 0.65 9.51 10.16 [ B1 13.69 31.24 44.93 B2 28.39 20.17 48.56 Cl 11.16 11.12 2228 C2 40.19 30.75 70.94 D1 6.66 5.67 12.33 D2 7.72 13.76 21.48 E 1 7.43 9.56 16.99 E2 4.00 4.95 .8.95 F I 5.12 2.11 7.23 F2 3.14 1.29 4.43 *Other 4.50 9.19 13.69 Total 151.58 184.29 335.87 NIMMOV 111111 ( 'ncontrollecl area at southern end of site near Airport Road ,lmperyious = 151.58.'335.87( 100) = .45.1('4 Step 2: Determine the relative pollutant loud generated by the site basad u 1 urcrage land Cover conditions. For new development. the pre-development pollutant load can he calculated by first determining the weighted pollutant load for the watershed in lbs/acre/year. The weighted pollutant load is calculated by determining all of the existing land uses for the watershed. and the acreage covered by each of these uses. For each type of land use. a pollutant loading in lbs/acre/year can be determined from the CBLAD's "Local Assistance Manual." Appendix C. Table 1. page C-10. The total acreage for each type of land use is multiplied by the pollutant loading, and the results are summed and divided by the total acreage to arrive at the weighted pollutant load. The weighted pollutant load is then compared to the values in Table 1 to find the "equivalent impervious cover." These procedures are outlined in Appendix C of the "Local Assistance Manual. Weighted Pollutant Load for Flat Branch Watershed Upstream of U.S. Route 29 Land Use Acres 'Loading (lbs/ac/yr) Total Load (lbs/yr) Woods 411.66 0.12 49.40 Business/Industrial 127.01 8.37 1063.07 Residential (1/8 ac) 1.82 3.38 6.15 Residential (V2 ac) 6.92 2.13 14.74 Residential (1 ac) I.79 0.41 0.73 Residential (2 ac) 1.94 0.31 0.60 Total 551.14 1134.69 Weighted Load = 1134.69/551.14 = 2.06 lbs/ac/yr From Table 1. Equivalent Impervious Cover = 20% Assume 1,,;,tershcd = 19 The pre-development pollutant load is then calculated using the Simple Method formula: Lpfe = P x P, x [0.05 + 0.009(I„atershed)] x C x A x 2.72/12 where: Lrre =relative pre-development phosphorus load (lbs/yr) w. P — averauc annual rainfall depth(42 inches for Albermarle County) P. = unitless correction tactor for storm with no runoff= 0.9 L,,11ef h„ = equivalent impervious cover for watershed ("0) C = tloL-weighted mean pollutant concentration (mg,l) = 0.26 when I,,a1ershed 2° = 1.06 when 1..,a,erched 20 A = aplicable area of site (ac.)9 Lpr, =42 x 0.9x [0.05 — 0.009( 1911x 0.26 x 335.87 x 2.72/12 Lpre = 165.4 lb/yr Step 3. Determine the relative post-development pollutant load The Simple M thod is also used for this calculation. Lpo„= PxP, x [0.05 + 0.009(I,,,,,p0„,)] xCxAx2.72/12 where: Epos,= elative post-development phosphorus load(lbs/yr) equivalent post-development impervious cover for watershed (%) IS,,e,p,,,,) Lpo„=42 x 0.9 x [0.05 +0.009(45.1)] x 0.26 x 335.87 x 2.72/12 Loo,,= 341.1 lb/yr Step 4: Determine the relative Removal Requirement (RR)for the site. RR= Lp,„- Lrre RR= 341.1 - 165.4 = 175.7 lb/yr Step ;. Determine rhe overall G;11P removal efficiency required t%RR)for the site. %RR= RR'L,0„x 100 %RR= 175.7/341.1 x 100 %RR= 5 1.5 Calculation of Relative Pollutant Reduction for Pond 1 Pond I will be a \vet pond (retention pond) sized to accommodate a volume 4 times greater than the runoff volum generated by the mean storm. Wet ponds are verb' effective at removing soluble pollutants. including soluble phosphorus and nitrogen. as well as sediment and other nutrients from th surface runoff. Sources. including the aforementioned Table 2 (exhibit I) V✓ vase ii-om ('IILAD's "Local Assistance Manual." credit vet retention ponds 'design 7: 4.0 w V.► with a pollutant removal efficiency of 500,,. Step 1. ( 'alculate percent of impervious cover f;ir Porti I .iva r.vhc�l. *Land Use Cover- Area Draining to Pond 1 Existing Conditions for Offsite Areas/Post-developed Conditions for Onsite Areas Subbasin Impervious Area (Ac.) Open Space (Ac.) Total Area (Ac.) Cl 12.13 15.'5 27.38 C2 43.02 42.82 85.84 D1 6.66 5.67 12.33 D2 19.60 64.43 84.03 El 9.48 18.32 27.80 E2 5.58 11.70 17.28 F 1 16.37 50.07 66.44 F2 8.31 23.33 31.64 Gl 9.29 39.61 48.90 G2 9.32 39.73 49.05 Total 139.76 310.93 450.69 * Includes offsite areas: all offsite areas assumed to have an average impervious cover of 190/0 (pre-developed conditions) %Impervious= 139.76/450.69 x 100 = 31.0 Step Calculate relative pollutant load conveyed to Pond 1. The Simple Method is also used to calculate the pollutant load conveyed to Pond 1. This calculation is for post-developed conditions onsite; however, existing conditions(19% average impervious cover) has been assumed for offsite areas. Lp„,= Pxpx [0.05 + 0.009(IS,ctieoSn)} xCxAN22.72/12 1.,„, = 42x0.9x [0.05 + 0.009(31.0)] x026x450.70x2.72/12 W 1•r.,,. = 330.3 lb.',i. Step :. ( 'crlculcite the rciatire pOct-clevelopnrerrt huilutant Iucrci ICcluction tor pond I. • .1s noted previ us y. wet ponds i design 71 have a pollutant removal efficiency of 50%(see Exhibit I ). Th refiire. the pollutant load removed from the surface runoff by Pond I is calculated as follows: Lrcm = Lr,„,(%efficiency/l00) where: 1 m =relative post-development phosphorus load removed (Ibsiyr) Lr_m = 330.3(50/100) =165.2 lbs/yr Calculation of Relative Pollutant Reduction for Pond 2 Pond 2 will be an extended detention dry pond. Extended detention dry ponds with detention times of 24 hours or more remove about 90%of particulate pollutants through the settling process. However, this type of pond is not as effective at removing soluble pollutants when it does not have a shallow marsh bottom. Available sources credit extended detention ponds that do not have a shallow marsh bottom with a pollutant removal efficiency between 30-40%, provided that runoff is detained for 24 hours. The ensuing calculations assume a removal efficiency of 30% which is consistent with the efficiency ratings in Table 2. Step 1: Calculate percent of impervious cover for Pond 2 watershed. *Land Use Cover- Area Draining to Pond 2 Existing Conditions for Offsite Areas/Post-developed Conditions for Onsite Areas Subbasin Impervious Area (Ac.) Open Space (Ac.) Total Area (Ac.) B2 28.39 20.17 48.56 Total 28.39 20.17 48.56 * There are no offsite areas draining to Pond 2 %impervious= (28.39/48.56) x 100= 58.5% Step 2.. ('alcelate the relative pollutant load conveyed to poral 2. Lr„„= PxP, x [0.05 +0.009(I )] xC xAx2.72'l • r' 1 = 42 x 11.0 N10.05 t►.U5 — 1).009(58.5)fi x 1).26 x 48.56 x '.72.'l — 1-2.4 lh/vr Step 3 Calculate the relative post-development pollutant loud reduction for pond 2. Lr..n, = 1.,,,,,1(".6efficiencvt 100 Lre,n =62.4(30/100)= 18.7 lbs/yr Total Relative Phosphorus Load Removed by Ponds 1 and 2 165.2 (pond 1) + 18.7 (pond 2) = 183.9 lbs/yr 183.9 lbs/yr removed> 175.7 lbs/yr required The proposed BMP measures (ponds 1 and 2) will reduce the relative post-development phosphorus load from the site to less than the relative pre-developed load: therefore. the proposed measures are adequate for the UVA Research Park at North Fork site. BMP STORAGE REQUIREMENTS FOR POND 1 AND POND 2 The preceding calculations demonstrate that the proposed BMP measures for the UVA Research Park at North Fork site are adequate for reducing post-development pollutants from surface water runoff. The proposed BMP measures include two ponds. The following calculations will determine the amount of BMP storage required for ponds 1 and 2. Pond 1 will be sized to have a permanent pool volume of 4 times greater than the runoff volume generated by the mean storm for the watershed. As noted earlier in this calculation set. a significant amount of offsite area will drain to pond 1. As with earlier calculations. this offsite area is assumed to have an average impervious cover of 19%based on existing watershed conditions. Pond 2 will be sized to accommodate the "first flush" runoff volume of 0.5 inch per impervious acre as required by Albermarle County. Required BMP Storage for Pond 1 Step l: Calculate the rainfall/runoff eoe facient (R)Jor the pond I watershed. R. = rainfall/runoff coefficient=0.05 1- 0.009(1) where: 1 =percent of site imperviousness V 1 IOW tir/ I � R. — 0.05 -- 0.009(31 ) R. = Step 2 Determine the mean runoff volume to pond 1. Vr= [(R,„ x R,.)'12]A where: V,= mean runoff volume (acre-ft) Rm =depth of mean storm(inches) K. = rainfajll/runoff coefficient= 0.05 - 0.009(I) 1 = percent of site imperviousness A =area of contributing watershed (acres) V,= [(0.5 x 0.329)/12]450.69 V,=6.18 acre-ft V,=6.18 acre-ft(43,560 ft'-/acre)=269.123 ft3 V,= 242.194 ft3/('35.3 I ft3/n13)= 7.621 m' Step 3: Determine the BAIP (normal pool) volume to pond 1. Vbmp =4.0xV, where: Vhmp= BMP (normal pool) volume (m ) Vhmp=4.0 x 7,621 m3 = 30,487 m3 Required BMP Storage for Pond 2 Step 1: Determine the amount of proposed impervious area that drains to pond 2. Impervious Area=(58.5/100)x 48.56 acres Impervious Area = 28.41 acres Step 2: Determine the storage volume required for pond 2. Required Storage Volume= 28.41 ac(43,560 ft''ac)((.1.5 in)( l ft/12 in) • Required Storage Volume = 51.560 if Required Storage Volume = 51.560 1t'( 1 m-.35.315 it') = 1.460.01 m=