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HomeMy WebLinkAboutWPO202100064 Calculations 2022-06-29DS Tavern WPO Amendment #1 to WP0202100064 County of Albemarle, Virginia ENGINEERING CALCULATIONS Prepared for: DS Tavern Ivy Road RE, LLC 800 E Canal Street Ste i9oo Richmond, Virginia 23219 1 , I" CF 1'I U ERIC W. WOOLLEY LIC. NO. 37088 a w l o��SstONAL Prepared by: lA7 WooLLEY ENGINEERING 2I0 5th Street NE Charlottesville, Virginia 22902 April 8, 2022 Revised: May 20, 2022 TALE OF CONTENTS DIVISION t - Stormwater Management Summary page 1 Introduction Method of Analysis Assumptions Summary and Conclusions Stormwater Management Appendix page 4 Pre -Construction Drainage Area Exhibit Post -Construction Drainage Area Exhibit VRRM Spreadsheet DIVISION 2 - Storm Conveyance Calculations Report page 5 Individual Pipe Calculation Reports Woolley Engineering DS Tavern Job # 22010 WPO Plan Division i - Stormwater Management Woolley Engineering DS Tavern Job 4 22010 WPO Plan Introduction• These engineering calculations support the WPONSMP plan amendment # 1 to WPO202100064 that has been prepared by Woolley Engineering for the DS Tavem. The calculations and support material meet both water quality standards and water quantity requirements for re -development. This report has been prepared on behalf of Ivy Road RE, LLC in support of the development of the DS Tavern project in Albemarle County, Virginia. The existing DS Tavern is located along State Route 250 (Ivy Road) within the Samuel Miller Magisterial District of the County of Albemarle. The parcel totals 1.98 acres and has a primary zoning of Commercial (C-1) and a secondary zoning of Rural Areas (RA). The total amount of Phosphorus removal required for this WPONSMP Amendment is 0.28 lb./yr. The 12 digit HUC for the site is: 020802040202. The Owner has purchased 0.29 lb. of nutrient credits from the Ivy Creek Nutrient Bank, LLC to meet water quality requirements under 9VAC25-870-65. This purchase allows for 450 sf of impervious surface for future development. The point of analysis for this project was chosen as the point where all runoff from the site converges just before crossing under Ivy Road (Route 250) via an existing box culvert. The entire watershed drainage area at this point, as defined by USGS Streamstats, is 19,793,664 sf The project site contributes 43,431 sf of drainage area to the point of analysis, or 0.22% of the entire contributing drainage area. This site is outside of the limits of analysis for Flood Protection requirements due to the site contributing drainage area being less than 1% of the total contributing drianage area at the point of analysis. This project meets 9VAC25-870-66 C.3.a. for Flood Protection. Runoff from the site enters an existing stormwater conveyance system located on the 3447 Ivy Road property. The outfall from this existing conveyance system, at the point of analysis, was evaluated to meet Channel Protection requirements under 9VAC25-870- 66.B.1.a. The pre -construction condition of the site includes various states of vegetation, piping, and overland flow. The site drains to the existing stream located near the north east corner of the site. Method of Analysis: General Drainage areas were delineated for pre -construction and post -construction conditions of the site. The point of interest for our analysis was chosen as the existing stream. Drainage Areas Drainage areas for the existing extended detention area were delineated using Albemarle County GIS topography in combination with field -run surveys for our site and adjacent property. Stormwater Quality The total amount of Phosphorus removal required for site improvements related to this site plan is 0.28 lb./yr. The 12 digit HUC for the site is: 020802040202. The Owner has purchased 0.29 lb. of nutrient credits from the Ivy Creek Nutrient Bank, LLC to meet water quality requirements under 9VAC25-870-65. This purchase allows for 450 sf of impervious surface for future development. Stormwater Quantity The point of analysis for this project was chosen as the point where all runoff from the site converges just before crossing under Ivy Road (Route 250) via an existing box culvert. The entire watershed drainage area at this point, as defined by USGS Streamstats, is 19,793,664 sf The project site contributes 43,431 sf of drainage area to the point of analysis, or 0.22% of the entire contributing drainage area. This project meets 9VAC25-870-66 C.3.a. and is outside of the limits of analysis for Flood Protection requirements due to the site contributing drainage area being less than 1% of the total contributing drianage area at the point of analysis. Outfall Analysis Runoff from the site discharges into an existing manmade conveyance system located on the 3447 Ivy Road property. The stormwater conveyance channel at the point of analysis was modelled to determine if 4" river rock lined outlet protection would be adequate to prevent erosion. The outfall calculations show that the maximum velocity through the outlet protection during the 10-year 24-hour design storm is 5.34 ft/s and the peak flow rate is 11.05 cfs. The outlet protection was modelled as a 5' wide, 0.5' depth, 31' long parabolic channel. A 4" river rock is defined by AASHTO to be a "course gravel". The allowable velocity for a 2-year 24-hour design storm through a course gravel channel should be less than 6 ft/s to prevent scour (Source: Virginia Erosion & Sediment Control Handbook - Table 3.18-B). The maximum velocity through the propoosed outlet protection is less than the allowable velocity so a 4" river rock lined outlet protection is considered to be adequate with respect to erosion resistance. The peak flow rate will not cause erosion to the conveyance system and therefore qualifies to meet 9VAC25-870-66 B. La. for Channel Protection. Assumptions: An assumed minimum value of Tc = 5 min. was used for drainage calculations. A curve number (CN) of 98 was assumed for all impervious surfaces and a CN of 69 or 79 were assumed for all pervious surfaces entered in the modelling software. These assumptions were based on soil information obtained from the USDA web soil survey. Hardscape for off -site properties were assumed and evaluated using available County GIS information. Summary and Conclusions: Stormwater Quality: The total amount of Phosphorus removal required for this site is 0.28 lb./yr. The 12 digit HUC for the site is: 020802040202. The Owner intends to purchase nutrient credits from a nutrient credit bank to achieve water quality requirements under 9VAC25-870-65. The Owner intends to purchase 0.29 lb./yr. of nutrient credits in order to reserve 450 sf of impervious surface for future development. Stormwater Quantity: This project meets 9VAC25-870-66 C.3.a. and is outside of the limits of analysis for Flood Protection requirements due to the site contributing drainage area being less than 1 % of the total contributing drianage area at the point of analysis. The peak flow rate will not cause erosion to the conveyance system and therefore qualifies to meet 9VAC25-870- 66 B.1.a. for Channel Protection. Stormwater Management Appendix Woolley Engineering DS Tavern Job # 22010 WPO Plan Virginia Runoff Reduction Method Wdrksheet DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet -Version 3.0 BMP Design Specifications List: 2011 Stds & Specs Site Summary Project Title: DS Tavern Date:44637 Total Rainfall (in): 43 Taal Disturbed Acreage: 0.66 Site Land Cover Summary Pre-ReDevelooment Land Cover (acres) A soils BSoils CSoils DSoils Totals %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (a 0.41 0.00 0.00 0.00 0.41 62 Impervious Cover (acres) 0.25 0.00 0.00 0.00 0.25 38 066 too Post-ReDevelooment Land Cover (acres) A soils BSoils CSoils DSoils Totals %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (a 0.28 0.00 0.00 0.00 0.28 42 Impervious Cover (acres) 0.38 0.00 0.00 0.00 0.38 58 0.66 100 Site Tv and Land Cover Nutrient Loads Final Post -Development Post- Post- Adjusted Pre- (Post-ReDevelopment ReDevelopment Development ReDevelopment & New Impervious) (N. Impervious) Site Rv 0.61 0.53 0.95 0.53 Treatment Volume(fe) 1,463 1,015 448 1,015 TP Load (Ib/yr) 0.92 0.64 0.28 0.64 Total TP Load Reduction Rei fired III r) 0.29 0.06 0.23 �TNLoacl Final Post -Development Load (Post-ReDevelopment&New Impervious) Pre- ReDevelopment pb/yr) 6.58 4.88 VRRM SPREADSHEET SUMMARY n.t.s. Summary Print Pre- ReDevelopment Final Post -Development Post-ReDevelopment TP TP Load per acre TP Load per acre Load per acre Ib acre r (Ib/acre/yr) (Ib/acre/yr) 1.20 1.39 1.20 STORMWATER QUALITY CREDIT CALCULATIONS FOR PURCHASE WITHIN LIMITS OF DISTURBANCE POST DEVELOPMENT TP LOAD REMOVAL (LB/YR) 0.29 PRE -DEVELOPMENT IMPERVIOUS COVER (AC) 0.25 POST -DEVELOPMENT IMPERVIOUS COVER (AC) 0.38 /,aa790.,1ein do, i -♦ DRAINAGE DIVIDE (TYP) / �/� / 8 pwI°r \ \\♦ 59 4dbl�hgemloc4k dbi hemlock 1 tam ck \ 7• hemlock 0.60 i tri hemb kk ' Pv',y. 1In hemlock 11• hemlock / Pole / I � /1 A/ 5 N g � \ l \ 14• Aer4lock J� i 3g L \ BoG Mao \\ myrtle 532 i J _ - 533 \=34_� �� 536 / _ - 535 / 536 -537 widi 5 Wl� 545 546 / 54T � � �i 546 I 150 popor 10^ cad-548 - - -- - 540 548- 548 16• Poplar '549 54 - \ \� S50 � \ 549 6" peplm - 55 - 1 ' walnut �_� IB• wolnuF' \ \ \ -- _575�4 St jam - r 10 14 cherry \ 1a• po _ _ \ \ �i '- �3 � \ - _ \ • walnut \ 55 _ - - - 18• wo J \ �'\ 18" walnut- / `�\ \ \ � 0• walnut i 560 PRE -CONSTRUCTION DRAINAGE AREA MAP Sr pRhl in = 7n' CD / h atvirnwta(ta 1V1U11UUt:rnen( riull Stormwater Quality: The total amount of Phosphorus removal required for site improvements related to this site plan is 0.28 lb./yr. The 12 digit HUC for the site is: 020802040202. The Owner has purchased 0.29 lb. of nutrient credits from the Ivy Creek Nutrient Bank, LLC to meet water quality requirements under 9VAC25-870-65. This purchase allows for 450 sf of impervious surface for future development. Stormwater Quantity: The point of analysis for this project was chosen as the point where all runoff from the site converges just before crossing under Ivy Road (Route 250) via an existing box culvert. The entire watershed drainage area at this point, as defined by USGS Streamstats, is 19,793,664 sf. The project site contributes 43,431 sf of drainage area to the point of analysis, or 0.22% of the entire contributing drainage area. This project meets 9VAC25-870-66 C.3.a. and is outside of the limits of analysis for Flood Protection requirements due to the site contributing drainage area being less than 1 % of the total contributing drianage area at the point of analysis. Outfall Analysis: Runoff from the site discharges into an existing manmade conveyance system located on the 3447 Ivy Road property. The stormwater conveyance channel at the point of analysis was modelled to determine if 4" river rock lined outlet protection would be adequate to prevent erosion. The outfall calculations show that the maximum velocity through the outlet protection during the 10-year 24-hour design storm is 5.34 ft/s and the peak flow rate is 11.05 cfs. The outlet protection was modelled as a 5wide, 0.5' depth, 31' long parabolic channel. A 4" river rock is defined by AASHTO to be a "course gravel". The allowable velocity for a 2-year 24-hour design storm through a course gravel channel should be less than 6 ft/s to prevent scour (Source: Virginia Erosion & Sediment Control Handbook - Table 3.18-B). The maximum velocity through the propoosed outlet protection is less than the allowable velocity so a 4" river rock lined outlet protection is considered to be adequate with respect to erosion resistance. The peak flow rate will not cause erosion to the conveyance system and therefore qualifies to meet 9VAC25-870-66 3.1.a. for Channel Protection. N 4Ai'/>\Is* \\ \j\ GSA \. 24 \ do9wooa *40 /// \\\ /�^ \/� �j j�\ \\ \ ANC\'• \ \ sk N It 12 word _0 \ ss 1.98 Acres \ \ \ \ \ \ wlnwl\\ 6 A,\ � \ . °' \ \ 1 I � � j/� 1 \ I 16• aloof \ \ \ \ \ / \lVk Brick 1 St0 24• pin a°k \ dogwood \� ruit It \ \1 \ r \ NOTE: SEE TABLE ABOVE FOR DRAINAGE AREA INFORMATION DRAINAGE DIVIDE (TYP) I LUii IV l / 534 ` \ 535 �^ \_�5=34-J �- 536 53 6 540 -�541 /541 �-544 547 540�° 5 49 548 _� _ _ 550 \ 549 553 l� 56 _ \ F- POST-CONSTRUCTION DRAINAGE AREA MAP Scale: 1" = 20' POST -CONSTRUCTION DRAINAGE AREA INFORMATION DRAINAGE AREA NAME AREA AC % IMPERVIOUS C FACTOR Tc MIN. OVERLAND FLOW DA 2 0.328 35 0.51 5 DA 4 0.042 61 0.62 5 DA 5 0.052 70 0.67 5 DA 7 0.011 46 0.56 5 DAB 0.005 56 0.60 5 DA 9 0.013 100 0.80 5 DA 10 0.086 5 0.37 5 DA 11 0.037 16 0.42 5 DA 12 0.037 6 0.38 5 DA 13 0.033 15 0.42 5 DA 15 0.030 14 0.41 5 DA 16 0.011 30 0.48 5 DA 17 0.030 10 0.40 5 DA 18 0.079 5 0.37 5 DA 19 0.044 7 0.38 5 DA 20 0.006 68 0.66 5 DA 21 0.003 100 0.80 5 DA 32 1.941 9 0.39 5 DA 33 0.056 0 0.35 5 DA 34 0.009 1 12 0.40 5 DA 40 0.333 0 0.35 5 DA 41 0.219 0 0.35 5 ROOF DRAINAGE RDL 1 0.003 100 0.85 5 RDL 2 0.002 100 0.85 5 RDL 3 0.001 100 0.85 5 RDL 4 0.002 100 0.85 5 RDL 5 0.005 100 0.85 5 RDL 6 0.005 100 0.85 1 5 RDL 7 0.004 100 0.85 5 RDL 8 0.001 100 0.85 5 RDL 9 0.005 100 0.85 5 RDL 10 0.003 100 0.85 5 RDL 11 0.003 100 0.85 5 RDL 12 0.005 100 0.85 5 RDL 13 0.003 100 0.85 5 RDL 14 0.001 100 0.85 5 RDL 15 0.002 100 0.85 5 RDL 16 0.003 100 0.85 5 RDL 17 0.002 100 0.85 5 RDL 18 0.002 100 0.85 5 RDL 19 0.008 100 0.85 5 RDL 20 0.008 100 0.85 5 RDL 21 0.008 100 0.85 5 RDL 22 0.007 100 0.85 5 Joe a *% Isi 410_ lea EXISTING STORMWATER\ \� CONVEYANCE OUTFALL \ \ E E 0 WOOLLEY ENGINEERING Consulting Civil Engineers 210 5th Street NE Charlottesville= Virginia 22902 (434) 973,0045 www.Woolley-Eng.com Owner: Ivy Road RE LLC 800 E Canal Street Ste 1900 Richmond, Virginia 23219 Landscape Architect: Anhold Associates 8311 Rockfish Gap Turnpike Greenwood, VA 22943 434.882.3420 anholdla.com WPO/VSMP PLAN AMENDMENT Q Z_ Z Q)LLJ % J w Q Q W Q � m Q � 0 r�^ i H O � 0 STORM WATER MANAGEMENT PLAN Job Number: 22010 ERIC W. WOOLLE; A LIC. NO. 37088 L o 5-27-2022 G �rONAL E Date: April 8, 2022 Revision: Scale: 1 " = 10' Sheet No.: copyright © 2022 by Woolley Engineering C6.0 9of20 Division 2 - Storm Conveyance Calculations Woolley Engineering DS Tavern Job # 22010 WPO Plan 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 = HDPE Pipe Length = 69.69 ft Plan Length = 70.69 ft Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning's "n" = 0.011 Pipe Capacity at Invert Slope = 3.56 cfs Invert Elevation Downstream = 519.00 ft Invert Elevation Upstream = 519.50 ft Invert Slope = 0.72% Invert Slope (Plan Length) = 0.71% Rim Elevation Downstream = 520.50 ft Rim Elevation Upstream = 521.50 ft Natural Ground Slope = 1.43% Crown Elevation Downstream = 520.00 ft Crown Elevation Upstream = 520.50 ft ----FLOW INFORMATION ---- Catchment Area = 0.33 ac Runoff Coefficient = 0.650 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 = 0.33 ac Weighted Coefficient = 0.650 Total Time of Concentration = 5.00 min Total Intensity = 6.70 in/hr Total Rational Flow = 1.44 cfs Total Flow = 1.44 cfs Uniform Capacity = 3.56 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 519.44 ft HGL Elevation Upstream = 520.09 ft HGL Slope = 0.92 % EGL Elevation Downstream = 519.73 ft EGL Elevation Upstream = 520.37 ft EGL Slope = 0.92 % Critical Depth = 6.10 in Depth Downstream = 5.31 in Depth Upstream = 5.31 in Velocity Downstream = 4.30 ft/s Velocity Upstream = 4.30 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0.34 ft^2 Area Upstream = 0.34 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = NA ----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 = 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 = * % 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 2 Pipe Material = HDPE Pipe Length = 50.45 ft Plan Length = 52.52 ft Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 9.09 cfs Invert Elevation Downstream = 519.40 ft Invert Elevation Upstream = 520.40 ft Invert Slope = 1.98% Invert Slope (Plan Length) = 1.90% Rim Elevation Downstream = 522.00 ft Rim Elevation Upstream = 524.00 ft Natural Ground Slope = 3.96% Crown Elevation Downstream = 520.65 ft Crown Elevation Upstream = 521.65 ft ----FLOW INFORMATION ---- Catchment Area = 0.05 ac Runoff Coefficient = 0.560 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.20 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.30 ac Weighted Coefficient = 0.475 Total Time of Concentration = 6.94 min Total Intensity = 6.10 in/hr Total Rational Flow = 0.87 cfs Total Flow = 0.87 cfs Uniform Capacity = 9.09 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 520.70 ft HGL Elevation Upstream = 520.76 ft HGL Slope = 0.13 % EGL Elevation Downstream = 520.71 ft EGL Elevation Upstream = 520.90 ft EGL Slope = 0.37 % Critical Depth = 4.38 in Depth Downstream = 15.00 in Depth Upstream = 4.38 in Velocity Downstream = 0.71 ft/s Velocity Upstream = 2.90 ft/s Uniform Velocity Downstream = 9.13 ft/s Uniform Velocity Upstream = 4.67 ft/s Area Downstream = 1.23 ft^2 Area Upstream = 0.30 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.078 ft ----INLET INFORMATION ---- Downstream Inlet = DI 4 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 = 0.20 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.20 cfs Flow Intercepted by Current Inlet = 0.20 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 = * % Slot Efficiency = * % 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 3 Pipe Material = HDPE Pipe Length = 30.05 ft Plan Length = 31.89 ft Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning's "n" = 0.011 Pipe Capacity at Invert Slope = 5.43 cfs Invert Elevation Downstream = 520.20 ft Invert Elevation Upstream = 520.70 ft Invert Slope = 1.66% Invert Slope (Plan Length) = 1.57% Rim Elevation Downstream = 524.00 ft Rim Elevation Upstream = 525.90 ft Natural Ground Slope = 6.32% Crown Elevation Downstream = 521.20 ft Crown Elevation Upstream = 521.70 ft ----FLOW INFORMATION ---- Catchment Area = 0.01 ac Runoff Coefficient = 0.480 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.04 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.18 ac Weighted Coefficient = 0.427 Total Time of Concentration = 5.86 min Total Intensity = 6.42 in/hr Total Rational Flow = 0.49 cfs Total Flow = 0.49 cfs Uniform Capacity = 5.43 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 521.32 ft HGL Elevation Upstream = 521.31 ft HGL Slope = -0.01 % EGL Elevation Downstream = 521.32 ft EGL Elevation Upstream = 521.33 ft EGL Slope = 0.02 % Critical Depth = 3.49 in Depth Downstream = 12.00 in Depth Upstream = 7.36 in Velocity Downstream = 0.63 ft/s Velocity Upstream = 0.97 ft/s Uniform Velocity Downstream = 8.56 ft/s Uniform Velocity Upstream = 4.30 ft/s Area Downstream = 0.79 ft^2 Area Upstream = 0.50 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.000 ft ----INLET INFORMATION ---- Downstream Inlet = DI 15 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 = 0.04 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.04 cfs Flow Intercepted by Current Inlet = 0.04 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 18 Pipe Material = PVC Pipe Length = 31.64 ft Plan Length = 32.83 ft Pipe Type = Circular Pipe Dimensions = 8.00 in Pipe Manning's "n" = 0.011 Pipe Capacity at Invert Slope = 3.45 cfs Invert Elevation Downstream = 520.90 ft Invert Elevation Upstream = 522.75 ft Invert Slope = 5.86% Invert Slope (Plan Length) = 5.63% Rim Elevation Downstream = 525.90 ft Rim Elevation Upstream = 525.75 ft Natural Ground Slope = -0.47% Crown Elevation Downstream = 521.57 ft Crown Elevation Upstream = 523.42 ft ----FLOW INFORMATION ---- Catchment Area = 0.03 ac Runoff Coefficient = 0.400 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.08 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.16 ac Weighted Coefficient = 0.405 Total Time of Concentration = 5.61 min Total Intensity = 6.50 in/hr Total Rational Flow = 0.42 cfs Total Flow = 0.42 cfs Uniform Capacity = 3.45 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 521.31 ft HGL Elevation Upstream = 523.05 ft HGL Slope = 5.51 % EGL Elevation Downstream = 521.37 ft EGL Elevation Upstream = 523.17 ft EGL Slope = 5.71 % Critical Depth = 3.64 in Depth Downstream = 4.96 in Depth Upstream = 3.64 in Velocity Downstream = 1.86 ft/s Velocity Upstream = 2.74 ft/s Uniform Velocity Downstream = 6.71 ft/s Uniform Velocity Upstream = 6.71 ft/s Area Downstream = 0.23 ft^2 Area Upstream = 0.15 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = 1.427 ft ----INLET INFORMATION ---- Downstream Inlet = YD 16 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 = 0.08 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.08 cfs Flow Intercepted by Current Inlet = 0.08 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 9 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 9 Downstream Pipe = Pipe 8 Pipe Material = PVC Pipe Length = 57.33 ft Plan Length = 60.32 ft Pipe Type = Circular Pipe Dimensions = 10.00 in Pipe Manning's "n" = 0.011 Pipe Capacity at Invert Slope = 3.74 cfs Invert Elevation Downstream = 520.60 ft Invert Elevation Upstream = 521.80 ft Invert Slope = 2.09% Invert Slope (Plan Length) = 1.99% Rim Elevation Downstream = 524.00 ft Rim Elevation Upstream = 525.00 ft Natural Ground Slope = 1.74% Crown Elevation Downstream = 521.43 ft Crown Elevation Upstream = 522.63 ft ----FLOW INFORMATION ---- Catchment Area = 0.01 ac Runoff Coefficient = 0.850 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.09 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.24 ac Weighted Coefficient = 0.457 Total Time of Concentration = 6.75 min Total Intensity = 6.16 in/hr Total Rational Flow = 0.69 cfs Total Flow = 0.69 cfs Uniform Capacity = 3.74 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 520.84 ft HGL Elevation Upstream = 522.04 ft HGL Slope = 2.09 % EGL Elevation Downstream = 521.27 ft EGL Elevation Upstream = 522.47 ft EGL Slope = 2.09 % Critical Depth = 4.40 in Depth Downstream = 2.91 in Depth Upstream = 2.91 in Velocity Downstream = 5.24 ft/s Velocity Upstream = 5.24 ft/s Uniform Velocity Downstream = 5.25 ft/s Uniform Velocity Upstream = 5.25 ft/s Area Downstream = 0.13 ft^2 Area Upstream = 0.13 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.747 ft ----INLET INFORMATION ---- Downstream Inlet = DI 5 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 = 0.09 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.09 cfs Flow Intercepted by Current Inlet = 0.09 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 = * % 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 9 Pipe Material = PVC Pipe Length = 41.09 ft Plan Length = 43.84 ft Pipe Type = Circular Pipe Dimensions = 8.00 in Pipe Manning's "n" = 0.011 Pipe Capacity at Invert Slope = 1.57 cfs Invert Elevation Downstream = 522.50 ft Invert Elevation Upstream = 523.00 ft Invert Slope = 1.22% Invert Slope (Plan Length) = 1.14% Rim Elevation Downstream = 525.00 ft Rim Elevation Upstream = 526.00 ft Natural Ground Slope = 2.43% Crown Elevation Downstream = 523.17 ft Crown Elevation Upstream = 523.67 ft ----FLOW INFORMATION ---- Catchment Area = 0.01 ac Runoff Coefficient = 0.560 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.04 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.23 ac Weighted Coefficient = 0.432 Total Time of Concentration = 6.58 min Total Intensity = 6.20 in/hr Total Rational Flow = 0.62 cfs Total Flow = 0.62 cfs Uniform Capacity = 1.57 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 522.79 ft HGL Elevation Upstream = 523.29 ft HGL Slope = 1.22 % EGL Elevation Downstream = 523.07 ft EGL Elevation Upstream = 523.57 ft EGL Slope = 1.22 % Critical Depth = 4.44 in Depth Downstream = 3.48 in Depth Upstream = 3.48 in Velocity Downstream = 4.24 ft/s Velocity Upstream = 4.24 ft/s Uniform Velocity Downstream = 4.24 ft/s Uniform Velocity Upstream = 4.24 ft/s Area Downstream = 0.15 ft^2 Area Upstream = 0.15 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.000 ft ----INLET INFORMATION ---- Downstream Inlet = MH 6 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 = 0.04 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.04 cfs Flow Intercepted by Current Inlet = 0.04 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 18 Pipe Material = PVC Pipe Length = 20.09 ft Plan Length = 21.09 ft Pipe Type = Circular Pipe Dimensions = 6.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 1.05 cfs Invert Elevation Downstream = 524.50 ft Invert Elevation Upstream = 525.20 ft Invert Slope = 3.49% Invert Slope (Plan Length) = 3.32% Rim Elevation Downstream = 525.90 ft Rim Elevation Upstream = 526.20 ft Natural Ground Slope = 1.49% Crown Elevation Downstream = 525.00 ft Crown Elevation Upstream = 525.70 ft ----FLOW INFORMATION ---- Catchment Area = 0.00 ac Runoff Coefficient = 0.850 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.02 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.850 Total Time of Concentration = 5.00 min Total Intensity = 6.70 in/hr Total Rational Flow = 0.02 cfs Total Flow = 0.02 cfs Uniform Capacity = 1.05 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 524.54 ft HGL Elevation Upstream = 525.28 ft HGL Slope = 3.64 % EGL Elevation Downstream = 524.61 ft EGL Elevation Upstream = 525.34 ft EGL Slope = 3.64 % Critical Depth = 0.76 in Depth Downstream = 0.54 in Depth Upstream = 0.54 in Velocity Downstream = 1.99 ft/s Velocity Upstream = 1.99 ft/s Uniform Velocity Downstream = 5.58 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0.01 ft^2 Area Upstream = 0.01 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = NA ----INLET INFORMATION ---- Downstream Inlet = YD 16 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 = 0.02 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.02 cfs Flow Intercepted by Current Inlet = 0.02 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 18 Pipe Material = PVC Pipe Length = 4.78 ft Plan Length = 5.90 ft Pipe Type = Circular Pipe Dimensions = 6.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 1.15 cfs Invert Elevation Downstream = 524.70 ft Invert Elevation Upstream = 524.90 ft Invert Slope = 4.19% Invert Slope (Plan Length) = 3.39% Rim Elevation Downstream = 525.90 ft Rim Elevation Upstream = 526.05 ft Natural Ground Slope = 3.14% Crown Elevation Downstream = 525.20 ft Crown Elevation Upstream = 525.40 ft ----FLOW INFORMATION ---- Catchment Area = 0.01 ac Runoff Coefficient = 0.750 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.03 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.01 ac Weighted Coefficient = 0.750 Total Time of Concentration = 5.00 min Total Intensity = 6.70 in/hr Total Rational Flow = 0.03 cfs Total Flow = 0.03 cfs Uniform Capacity = 1.15 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 524.75 ft HGL Elevation Upstream = 524.95 ft HGL Slope = 4.19 % EGL Elevation Downstream = 524.84 ft EGL Elevation Upstream = 525.04 ft EGL Slope = 4.19 % Critical Depth = 0.93 in Depth Downstream = 0.62 in Depth Upstream = 0.62 in Velocity Downstream = 2.38 ft/s Velocity Upstream = 2.38 ft/s Uniform Velocity Downstream = 5.96 ft/s Uniform Velocity Upstream = 2.38 ft/s Area Downstream = 0.01 ft^2 Area Upstream = 0.01 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.049 ft ----INLET INFORMATION ---- Downstream Inlet = YD 16 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 = 0.03 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.03 cfs Flow Intercepted by Current Inlet = 0.03 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 11 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 11 Downstream Pipe = Pipe 10 Pipe Material = PVC Pipe Length = 10.12 ft Plan Length = 11.36 ft Pipe Type = Circular Pipe Dimensions = 8.00 in Pipe Manning's "n" = 0.011 Pipe Capacity at Invert Slope = 3.17 cfs Invert Elevation Downstream = 523.00 ft Invert Elevation Upstream = 523.50 ft Invert Slope = 4.95% Invert Slope (Plan Length) = 4.40% Rim Elevation Downstream = 526.00 ft Rim Elevation Upstream = 526.50 ft Natural Ground Slope = 4.94% Crown Elevation Downstream = 523.67 ft Crown Elevation Upstream = 524.17 ft ----FLOW INFORMATION ---- Catchment Area = 0.01 ac Runoff Coefficient = 0.600 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.02 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.22 ac Weighted Coefficient = 0.425 Total Time of Concentration = 6.55 min Total Intensity = 6.21 in/hr Total Rational Flow = 0.58 cfs Total Flow = 0.58 cfs Uniform Capacity = 3.17 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 523.19 ft HGL Elevation Upstream = 523.69 ft HGL Slope = 4.95 % EGL Elevation Downstream = 523.94 ft EGL Elevation Upstream = 524.44 ft EGL Slope = 4.95 % Critical Depth = 4.30 in Depth Downstream = 2.32 in Depth Upstream = 2.32 in Velocity Downstream = 6.92 ft/s Velocity Upstream = 6.92 ft/s Uniform Velocity Downstream = 6.92 ft/s Uniform Velocity Upstream = 6.92 ft/s Area Downstream = 0.08 ft^2 Area Upstream = 0.08 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.535 ft ----INLET INFORMATION ---- Downstream Inlet = YD 7 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 = 0.02 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.02 cfs Flow Intercepted by Current Inlet = 0.02 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 12 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 12 Downstream Pipe = Pipe 11 Pipe Material = PVC Pipe Length = 22.14 ft Plan Length = 23.30 ft Pipe Type = Circular Pipe Dimensions = 6.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 1.22 cfs Invert Elevation Downstream = 525.00 ft Invert Elevation Upstream = 526.05 ft Invert Slope = 4.75% Invert Slope (Plan Length) = 4.51% Rim Elevation Downstream = 526.50 ft Rim Elevation Upstream = 527.55 ft Natural Ground Slope = 4.74% Crown Elevation Downstream = 525.50 ft Crown Elevation Upstream = 526.55 ft ----FLOW INFORMATION ---- Catchment Area = 0.01 ac Runoff Coefficient = 0.800 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.07 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.01 ac Weighted Coefficient = 0.800 Total Time of Concentration = 5.00 min Total Intensity = 6.70 in/hr Total Rational Flow = 0.07 cfs Total Flow = 0.07 cfs Uniform Capacity = 1.22 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 525.08 ft HGL Elevation Upstream = 526.22 ft HGL Slope = 5.15 % EGL Elevation Downstream = 525.26 ft EGL Elevation Upstream = 526.40 ft EGL Slope = 5.15 % Critical Depth = 1.56 in Depth Downstream = 0.98 in Depth Upstream = 0.98 in Velocity Downstream = 3.38 ft/s Velocity Upstream = 3.38 ft/s Uniform Velocity Downstream = 6.53 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0.02 ft^2 Area Upstream = 0.02 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = NA ----INLET INFORMATION ---- Downstream Inlet = YD 8 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 = 0.07 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.07 cfs Flow Intercepted by Current Inlet = 0.07 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 11 Pipe Material = PVC Pipe Length = 7.96 ft Plan Length = 9.00 ft Pipe Type = Circular Pipe Dimensions = 8.00 in Pipe Manning's "n" = 0.011 Pipe Capacity at Invert Slope = 2.26 cfs Invert Elevation Downstream = 523.50 ft Invert Elevation Upstream = 523.70 ft Invert Slope = 2.51% Invert Slope (Plan Length) = 2.22% Rim Elevation Downstream = 526.50 ft Rim Elevation Upstream = 526.20 ft Natural Ground Slope = -3.77% Crown Elevation Downstream = 524.17 ft Crown Elevation Upstream = 524.37 ft ----FLOW INFORMATION ---- Catchment Area = 0.09 ac Runoff Coefficient = 0.370 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.23 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.20 ac Weighted Coefficient = 0.397 Total Time of Concentration = 6.46 min Total Intensity = 6.24 in/hr Total Rational Flow = 0.50 cfs Total Flow = 0.50 cfs Uniform Capacity = 2.26 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 524.23 ft HGL Elevation Upstream = 524.22 ft HGL Slope = -0.04 % EGL Elevation Downstream = 524.26 ft EGL Elevation Upstream = 524.27 ft EGL Slope = 0.12 % Critical Depth = 3.97 in Depth Downstream = 8.00 in Depth Upstream = 6.30 in Velocity Downstream = 1.43 ft/s Velocity Upstream = 1.69 ft/s Uniform Velocity Downstream = 5.20 ft/s Uniform Velocity Upstream = 5.20 ft/s Area Downstream = 0.35 ft^2 Area Upstream = 0.29 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.312 ft ----INLET INFORMATION ---- Downstream Inlet = YD 8 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 = 0.23 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.23 cfs Flow Intercepted by Current Inlet = 0.23 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 = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 PIPE DESCRIPTION: Pipe 14 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 14 Downstream Pipe = Pipe 13 Pipe Material = PVC Pipe Length = 19.80 ft Plan Length = 20.79 ft Pipe Type = Circular Pipe Dimensions = 8.00 in Pipe Manning's "n" = 0.011 Pipe Capacity at Invert Slope = 1.76 cfs Invert Elevation Downstream = 523.70 ft Invert Elevation Upstream = 524.00 ft Invert Slope = 1.52% Invert Slope (Plan Length) = 1.44% Rim Elevation Downstream = 526.20 ft Rim Elevation Upstream = 526.00 ft Natural Ground Slope = -1.01% Crown Elevation Downstream = 524.37 ft Crown Elevation Upstream = 524.67 ft ----FLOW INFORMATION ---- Catchment Area = 0.04 ac Runoff Coefficient = 0.420 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.11 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.11 ac Weighted Coefficient = 0.418 Total Time of Concentration = 6.08 min Total Intensity = 6.35 in/hr Total Rational Flow = 0.29 cfs Total Flow = 0.29 cfs Uniform Capacity = 1.76 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 524.54 ft HGL Elevation Upstream = 524.54 ft HGL Slope = 0.02 % EGL Elevation Downstream = 524.55 ft EGL Elevation Upstream = 524.56 ft EGL Slope = 0.04 % Critical Depth = 3.02 in Depth Downstream = 8.00 in Depth Upstream = 6.49 in Velocity Downstream = 0.84 ft/s Velocity Upstream = 0.97 ft/s Uniform Velocity Downstream = 3.74 ft/s Uniform Velocity Upstream = 3.74 ft/s Area Downstream = 0.35 ft^2 Area Upstream = 0.30 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.000 ft ----INLET INFORMATION ---- Downstream Inlet = YD 10 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 = 0.11 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.11 cfs Flow Intercepted by Current Inlet = 0.11 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 15 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 15 Downstream Pipe = Pipe 14 Pipe Material = PVC Pipe Length = 10.08 ft Plan Length = 11.08 ft Pipe Type = Circular Pipe Dimensions = 8.00 in Pipe Manning's "n" = 0.011 Pipe Capacity at Invert Slope = 3.48 cfs Invert Elevation Downstream = 524.00 ft Invert Elevation Upstream = 524.60 ft Invert Slope = 5.96% Invert Slope (Plan Length) = 5.42% Rim Elevation Downstream = 526.00 ft Rim Elevation Upstream = 526.10 ft Natural Ground Slope = 0.99% Crown Elevation Downstream = 524.67 ft Crown Elevation Upstream = 525.27 ft ----FLOW INFORMATION ---- Catchment Area = 0.04 ac Runoff Coefficient = 0.380 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.10 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.07 ac Weighted Coefficient = 0.417 Total Time of Concentration = 5.95 min Total Intensity = 6.39 in/hr Total Rational Flow = 0.20 cfs Total Flow = 0.20 cfs Uniform Capacity = 3.48 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 524.54 ft HGL Elevation Upstream = 524.80 ft HGL Slope = 2.61 % EGL Elevation Downstream = 524.55 ft EGL Elevation Upstream = 524.88 ft EGL Slope = 3.28 % Critical Depth = 2.44 in Depth Downstream = 6.49 in Depth Upstream = 2.44 in Velocity Downstream = 0.65 ft/s Velocity Upstream = 2.17 ft/s Uniform Velocity Downstream = 5.39 ft/s Uniform Velocity Upstream = 5.39 ft/s Area Downstream = 0.30 ft^2 Area Upstream = 0.09 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.305 ft ----INLET INFORMATION ---- Downstream Inlet = YD 11 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 = 0.10 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.10 cfs Flow Intercepted by Current Inlet = 0.10 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 16 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 16 Downstream Pipe = Pipe 15 Pipe Material = PVC Pipe Length = 7.33 ft Plan Length = 8.33 ft Pipe Type = Circular Pipe Dimensions = 6.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 1.46 cfs Invert Elevation Downstream = 524.60 ft Invert Elevation Upstream = 525.10 ft Invert Slope = 6.83% Invert Slope (Plan Length) = 6.00% Rim Elevation Downstream = 526.10 ft Rim Elevation Upstream = 526.10 ft Natural Ground Slope = 0.00% Crown Elevation Downstream = 525.10 ft Crown Elevation Upstream = 525.60 ft ----FLOW INFORMATION ---- Catchment Area = 0.03 ac Runoff Coefficient = 0.420 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.09 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.04 ac Weighted Coefficient = 0.456 Total Time of Concentration = 5.84 min Total Intensity = 6.43 in/hr Total Rational Flow = 0.11 cfs Total Flow = 0.11 cfs Uniform Capacity = 1.46 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 525.11 ft HGL Elevation Upstream = 525.26 ft HGL Slope = 2.09 % EGL Elevation Downstream = 525.11 ft EGL Elevation Upstream = 525.32 ft EGL Slope = 2.82 % Critical Depth = 1.94 in Depth Downstream = 6.00 in Depth Upstream = 1.94 in Velocity Downstream = 0.54 ft/s Velocity Upstream = 1.94 ft/s Uniform Velocity Downstream = 4.34 ft/s Uniform Velocity Upstream = 4.34 ft/s Area Downstream = 0.20 ft^2 Area Upstream = 0.05 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.268 ft ----INLET INFORMATION ---- Downstream Inlet = YD 12 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 = 0.09 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.09 cfs Flow Intercepted by Current Inlet = 0.09 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 = * % 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 = PVC Pipe Length = 11.34 ft Plan Length = 12.17 ft Pipe Type = Circular Pipe Dimensions = 6.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 0.91 cfs Invert Elevation Downstream = 525.10 ft Invert Elevation Upstream = 525.40 ft Invert Slope = 2.65% Invert Slope (Plan Length) = 2.46% Rim Elevation Downstream = 526.10 ft Rim Elevation Upstream = 526.40 ft Natural Ground Slope = 2.65% Crown Elevation Downstream = 525.60 ft Crown Elevation Upstream = 525.90 ft ----FLOW INFORMATION ---- Catchment Area = 0.00 ac Runoff Coefficient = 0.850 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.02 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.850 Total Time of Concentration = 5.00 min Total Intensity = 6.70 in/hr Total Rational Flow = 0.02 cfs Total Flow = 0.02 cfs Uniform Capacity = 0.91 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 525.53 ft HGL Elevation Upstream = 525.53 ft HGL Slope = 0.02 % EGL Elevation Downstream = 525.53 ft EGL Elevation Upstream = 525.53 ft EGL Slope = 0.04 % Critical Depth = 0.76 in Depth Downstream = 5.15 in Depth Upstream = 1.56 in Velocity Downstream = 0.10 ft/s Velocity Upstream = 0.43 ft/s Uniform Velocity Downstream = 1.81 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0.18 ft^2 Area Upstream = 0.04 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = NA ----INLET INFORMATION ---- Downstream Inlet = YD 13 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 = 0.02 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.02 cfs Flow Intercepted by Current Inlet = 0.02 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 21 Pipe Material = PVC Pipe Length = 12.50 ft Plan Length = 13.50 ft Pipe Type = Circular Pipe Dimensions = 6.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 0.79 cfs Invert Elevation Downstream = 524.25 ft Invert Elevation Upstream = 524.50 ft Invert Slope = 2.00% Invert Slope (Plan Length) = 1.85% Rim Elevation Downstream = 525.75 ft Rim Elevation Upstream = 525.85 ft Natural Ground Slope = 0.80% Crown Elevation Downstream = 524.75 ft Crown Elevation Upstream = 525.00 ft ----FLOW INFORMATION ---- Catchment Area = 0.08 ac Runoff Coefficient = 0.370 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.20 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.13 ac Weighted Coefficient = 0.406 Total Time of Concentration = 5.55 min Total Intensity = 6.52 in/hr Total Rational Flow = 0.34 cfs Total Flow = 0.34 cfs Uniform Capacity = 0.79 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 524.48 ft HGL Elevation Upstream = 524.73 ft HGL Slope = 2.00 % EGL Elevation Downstream = 524.72 ft EGL Elevation Upstream = 524.97 ft EGL Slope = 2.00 % Critical Depth = 3.57 in Depth Downstream = 2.77 in Depth Upstream = 2.77 in Velocity Downstream = 3.90 ft/s Velocity Upstream = 3.90 ft/s Uniform Velocity Downstream = 3.90 ft/s Uniform Velocity Upstream = 3.90 ft/s Area Downstream = 0.09 ft^2 Area Upstream = 0.09 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.123 ft ----INLET INFORMATION ---- Downstream Inlet = YD 17 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 = 0.20 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.20 cfs Flow Intercepted by Current Inlet = 0.20 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 = * % Slot Efficiency = * % 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 22 Pipe Material = PVC Pipe Length = 12.41 ft Plan Length = 13.40 ft Pipe Type = Circular Pipe Dimensions = 6.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 1.13 cfs Invert Elevation Downstream = 524.50 ft Invert Elevation Upstream = 525.00 ft Invert Slope = 4.03% Invert Slope (Plan Length) = 3.73% Rim Elevation Downstream = 525.85 ft Rim Elevation Upstream = 526.00 ft Natural Ground Slope = 1.21% Crown Elevation Downstream = 525.00 ft Crown Elevation Upstream = 525.50 ft ----FLOW INFORMATION ---- Catchment Area = 0.04 ac Runoff Coefficient = 0.380 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.10 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.04 ac Weighted Coefficient = 0.432 Total Time of Concentration = 5.40 min Total Intensity = 6.57 in/hr Total Rational Flow = 0.13 cfs Total Flow = 0.13 cfs Uniform Capacity = 1.13 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 524.85 ft HGL Elevation Upstream = 525.18 ft HGL Slope = 2.62 % EGL Elevation Downstream = 524.87 ft EGL Elevation Upstream = 525.24 ft EGL Slope = 3.05 % Critical Depth = 2.14 in Depth Downstream = 4.24 in Depth Upstream = 2.14 in Velocity Downstream = 0.87 ft/s Velocity Upstream = 2.05 ft/s Uniform Velocity Downstream = 3.81 ft/s Uniform Velocity Upstream = 3.81 ft/s Area Downstream = 0.15 ft^2 Area Upstream = 0.06 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.198 ft ----INLET INFORMATION ---- Downstream Inlet = YD 18 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 = 0.10 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.10 cfs Flow Intercepted by Current Inlet = 0.10 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 24 Pipe Material = PVC Pipe Length = 14.96 ft Plan Length = 15.73 ft Pipe Type = Circular Pipe Dimensions = 6.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 0.79 cfs Invert Elevation Downstream = 525.00 ft Invert Elevation Upstream = 525.30 ft Invert Slope = 2.01% Invert Slope (Plan Length) = 1.91% Rim Elevation Downstream = 526.00 ft Rim Elevation Upstream = 526.30 ft Natural Ground Slope = 2.00% Crown Elevation Downstream = 525.50 ft Crown Elevation Upstream = 525.80 ft ----FLOW INFORMATION ---- Catchment Area = 0.01 ac Runoff Coefficient = 0.850 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.03 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.01 ac Weighted Coefficient = 0.850 Total Time of Concentration = 5.00 min Total Intensity = 6.70 in/hr Total Rational Flow = 0.03 cfs Total Flow = 0.03 cfs Uniform Capacity = 0.79 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd HGL Elevation Downstream = 525.38 ft HGL Elevation Upstream = 525.40 ft HGL Slope = 0.17 % EGL Elevation Downstream = 525.38 ft EGL Elevation Upstream = 525.42 ft EGL Slope = 0.31 % Critical Depth = 0.99 in Depth Downstream = 4.51 in Depth Upstream = 1.08 in Velocity Downstream = 0.18 ft/s Velocity Upstream = 1.19 ft/s Uniform Velocity Downstream = 1.91 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0.16 ft^2 Area Upstream = 0.02 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = NA ----INLET INFORMATION ---- Downstream Inlet = YD 19 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 = 0.03 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.03 cfs Flow Intercepted by Current Inlet = 0.03 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 23 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 23 Downstream Pipe = Pipe 22 Pipe Material = PVC Pipe Length = 9.97 ft Plan Length = 10.81 ft Pipe Type = Circular Pipe Dimensions = 6.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 1.05 cfs Invert Elevation Downstream = 524.50 ft Invert Elevation Upstream = 524.85 ft Invert Slope = 3.51% Invert Slope (Plan Length) = 3.24% Rim Elevation Downstream = 525.85 ft Rim Elevation Upstream = 526.10 ft Natural Ground Slope = 2.51% Crown Elevation Downstream = 525.00 ft Crown Elevation Upstream = 525.35 ft ----FLOW INFORMATION ---- Catchment Area = 0.01 ac Runoff Coefficient = 0.750 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.03 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.01 ac Weighted Coefficient = 0.750 Total Time of Concentration = 5.00 min Total Intensity = 6.70 in/hr Total Rational Flow = 0.03 cfs Total Flow = 0.03 cfs Uniform Capacity = 1.05 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 524.86 ft HGL Elevation Upstream = 524.93 ft HGL Slope = 0.63 % EGL Elevation Downstream = 524.86 ft EGL Elevation Upstream = 524.95 ft EGL Slope = 0.90 % Critical Depth = 0.93 in Depth Downstream = 4.37 in Depth Upstream = 0.93 in Velocity Downstream = 0.17 ft/s Velocity Upstream = 1.31 ft/s Uniform Velocity Downstream = 3.63 ft/s Uniform Velocity Upstream = 2.24 ft/s Area Downstream = 0.15 ft^2 Area Upstream = 0.02 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.023 ft ----INLET INFORMATION ---- Downstream Inlet = YD 18 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 = 0.03 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.03 cfs Flow Intercepted by Current Inlet = 0.03 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 32 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 32 Downstream Pipe = Outfall Pipe Material = HDPE Pipe Length = 79.50 ft Plan Length = 80.48 ft Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 5.05 cfs Invert Elevation Downstream = 523.60 ft Invert Elevation Upstream = 525.20 ft Invert Slope = 2.01% Invert Slope (Plan Length) = 1.99% Rim Elevation Downstream = 525.00 ft Rim Elevation Upstream = 528.00 ft Natural Ground Slope = 3.77% Crown Elevation Downstream = 524.60 ft Crown Elevation Upstream = 526.20 ft ----FLOW INFORMATION ---- Catchment Area = 1.94 ac Runoff Coefficient = 0.400 Inlet Time = 7.00 min Inlet Intensity = 6.09 in/hr Inlet Rational Flow = 4.76 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 2.01 ac Weighted Coefficient = 0.403 Total Time of Concentration = 7.00 min Total Intensity = 6.09 in/hr Total Rational Flow = 4.96 cfs Total Flow = 4.96 cfs Uniform Capacity = 5.05 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 524.40 ft HGL Elevation Upstream = 526.00 ft HGL Slope = 2.01 % EGL Elevation Downstream = 525.24 ft EGL Elevation Upstream = 526.84 ft EGL Slope = 2.01 % Critical Depth = 10.98 in Depth Downstream = 9.65 in Depth Upstream = 9.65 in Velocity Downstream = 7.33 ft/s Velocity Upstream = 7.33 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0.68 ft^2 Area Upstream = 0.68 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.668 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 = 4.76 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 4.76 cfs Flow Intercepted by Current Inlet = 4.76 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 33 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 33 Downstream Pipe = Pipe 32 Pipe Material = PVC Pipe Length = 19.37 ft Plan Length = 20.85 ft Pipe Type = Circular Pipe Dimensions = 6.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 1.27 cfs Invert Elevation Downstream = 526.00 ft Invert Elevation Upstream = 527.00 ft Invert Slope = 5.17% Invert Slope (Plan Length) = 4.80% Rim Elevation Downstream = 528.00 ft Rim Elevation Upstream = 528.00 ft Natural Ground Slope = 0.00% Crown Elevation Downstream = 526.50 ft Crown Elevation Upstream = 527.50 ft ----FLOW INFORMATION ---- Catchment Area = 0.06 ac Runoff Coefficient = 0.500 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.19 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.06 ac Weighted Coefficient = 0.500 Total Time of Concentration = 5.00 min Total Intensity = 6.70 in/hr Total Rational Flow = 0.19 cfs Total Flow = 0.19 cfs Uniform Capacity = 1.27 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 526.67 ft HGL Elevation Upstream = 527.26 ft HGL Slope = 3.03 % EGL Elevation Downstream = 526.69 ft EGL Elevation Upstream = 527.34 ft EGL Slope = 3.39 % Critical Depth = 2.61 in Depth Downstream = 6.00 in Depth Upstream = 2.61 in Velocity Downstream = 0.96 ft/s Velocity Upstream = 2.31 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0.20 ft^2 Area Upstream = 0.08 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = NA ----INLET INFORMATION ---- Downstream Inlet = DI 32 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 = 0.19 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.19 cfs Flow Intercepted by Current Inlet = 0.19 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 34 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 34 Downstream Pipe = Pipe 32 Pipe Material = PVC Pipe Length = 15.09 ft Plan Length = 16.97 ft Pipe Type = Circular Pipe Dimensions = 6.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 1.02 cfs Invert Elevation Downstream = 526.00 ft Invert Elevation Upstream = 526.50 ft Invert Slope = 3.32% Invert Slope (Plan Length) = 2.95% Rim Elevation Downstream = 528.00 ft Rim Elevation Upstream = 527.50 ft Natural Ground Slope = -3.31% Crown Elevation Downstream = 526.50 ft Crown Elevation Upstream = 527.00 ft ----FLOW INFORMATION ---- Catchment Area = 0.01 ac Runoff Coefficient = 0.500 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.03 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.01 ac Weighted Coefficient = 0.500 Total Time of Concentration = 5.00 min Total Intensity = 6.70 in/hr Total Rational Flow = 0.03 cfs Total Flow = 0.03 cfs Uniform Capacity = 1.02 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 526.72 ft HGL Elevation Upstream = 526.72 ft HGL Slope = 0.02 % EGL Elevation Downstream = 526.72 ft EGL Elevation Upstream = 526.72 ft EGL Slope = 0.03 % Critical Depth = 1.02 in Depth Downstream = 6.00 in Depth Upstream = 2.64 in Velocity Downstream = 0.15 ft/s Velocity Upstream = 0.37 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0.20 ft^2 Area Upstream = 0.08 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = NA ----INLET INFORMATION ---- Downstream Inlet = DI 32 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 = 0.03 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.03 cfs Flow Intercepted by Current Inlet = 0.03 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