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HomeMy WebLinkAboutWPO201300032 Calculations 2014-04-22 d J ADEQUATE CHANNEL ANALYISIS CALCULATIONS FOR CASCADIA SUBDIVISION - BLOCKS 4-7 April 22, 2013 LOCATION: Tax Map 62, Parcel 25 Tax Map 78, Parcels 59 & 59A Tax Map 78E, Parcel H1 Rio District, Albemarle County, Virginia DEVELOPER: Redus VA Housing, LLC. 170 South Pantops Drive Charlottesville, Virginia 22903 PREPARED BY: Dominion Engineering & Design, LLC 172 South Pantops Drive Charlottesville, VA 22911 P: 434.979.8121 F: 434.979.1681 INDEX Summary: 2 Adequate Channel Hydrographs 3-7 Adequate Channel Analysis Report 8-17 Culvert Calculations 18-22 *Drainage Area Maps are included on Adequate Channel Analysis Plan Summary Adequate Channel Analysis Drainage Areas Drainage Area 1 (Includes DA-1, DA-2 and area West of Route 20) = 592.23 Acres Drainage Area 2-= 560.62 Acres Drainage Area 3=73.34 Acres Notes: 1. To be conservative, drainage calculations assume that onsite ponds and existing ponds do not exist. 2. Since the outfall is a natural channel, the 2-Year design storm has been used to check for adequacy. Channel Adequacy: It has been determined that the channel downstream of culvert 3 as shown on the Adequate Channel Analysis Plan is not adequate. The velocity of stormwater run-off is+/- 7 fps which is higher than the permissible velocity of 6.0 fps. To limit the disturbance of the natural channel we will be over detaining storm water run-off on site and releasing at a rate that is a fraction of the pre-forested condition run-off per Albemarle County Design Standards Manual, Section F. Please note existing culverts 1 and 2 will convey the 10-Year post development run-off with adequate freeboard, Refer to final stormwater management calculations. DA-1 (592.23)Acres): Buildings (Cn=98)-3.00 Acre Proposed Roads/Parking (Cn=98)-8.00 Acres Gravel (Cn=86)- 1.00 Acres Pasture/Yard (2500 Sf.) (Cn=62)-87.23 Acres Wooded Area (Cn=57)-493.00 Acres 11.00(98) + 1.00(86) + 87.23(62) +493.00(57) =59 592.23 DA-2(560.62 Acres): Buildings(Cn=98)-3.00 Acre Proposed Roads/Parking (Cn=98)-7.90 Acres Gravel (Cn=86)-1.00 Acres Pasture/Yard (2500 Sf.) (Cn=62)-78.72 Acres Wooded Area (Cn=57)-470.00 Acres 10.90(98) + 1.00(86)+ 78.72(62) +470.00(57) =59 560.62 DA-3 (73.34 Acres): Buildings (Cn=98)- 1.50 Acre Proposed Roads/Parking (Cn=98)-2.38 Acres Pasture/Yard (2500 Sf.) (Cn=62)-34.89 Acres Wooded Area (Cn=57)-34.57 Acres 3.88(98) + 34.89(62)+ 34.57(57) = 62 73.34 Note: The 2-Year design storm of DA-3 (21.34) cfs used for culverts 1 &2 (Private Entrance Culverts). The 10-Year design storm of DA-2 (356.29 cfs) is used for culvert 3. The 2-Year design storm of DA-1 (102.95 cfs) is used for sections A through I. Name: DA-1 2-Year Type: Computed Flood [HYDROGRAPH INFORMATION] Peak Flow (Qp) = 102.95 (cfs) Time to Peak (Tp) = 773.00 (min) Time of Base (Tb) = 1693.93 (min) Volume = 27.57 (ac-ft) Time Step = 1.00 (min) Flow Multiplier = 1.00 [UNIT HYDROGRAPH INFORMATION] Number = 1 Type = SCS Curvilinear Peak Flow (Qp) = 509.74 (cfs) Time to Peak (Tp) = 52.72 (min) Time of Base (Tb) = 263.59 (min) Volume = 49.45 (ac-ft) Shape Factor = 484.00 Time Step: = 1.00 (min) Excess Rain = 1.00 (in) Lag Time = 47.45 (min) [BASIN INFORMATION] [WEIGHTED WATERSHED AREA] Description Area CN Overall Approximation 592.23 59 [TIME CONCENTRATION -- User Defined] Time of Concentration (Tc) = 79.08 (min) [RAINFALL DESCRIPTION] Distribution Type = SCS II Total Precipitation = 3.70 (in) Return Period = 2 (yr) Storm Duration = 24.00 (hr) Storm Duration = 24.00 (hr) • r Name: DA-2 2-Year Type: Computed Flood [HYDROGRAPH INFORMATION] Peak Flow (Qp) = 100.85 (cfs) Time to Peak (Tp) = 769.00 (min) Time of Base (Tb) = 1687.03 (min) Volume = 26.14 (ac-ft) Time Step = 1.00 (min) Flow Multiplier = 1 .00 [UNIT HYDROGRAPH INFORMATION] Number = 3 Type = SCS Curvilinear Peak Flow (Qp) = 508.57 (cfs) Time to Peak (Tp) = 50.02 (min) Time of Base (Tb) = 250.09 (min) Volume = 46.81 (ac-ft) Shape Factor = 484.00 Time Step: = 1.00 (min) Excess Rain = 1.00 (in) Lag Time = 45.02 (min) [BASIN INFORMATION] [WEIGHTED WATERSHED AREA] Description Area CN Overall Approximation 560.62 59 [TIME CONCENTRATION -- User Defined] Time of Concentration (Tc) = 75.03 (min) [RAINFALL DESCRIPTION] Distribution Type = SCS II Total Precipitation = 3.70 (in) Return Period = 2 (yr) Storm Duration = 24.00 (hr)Name: Name: DA-2 10-Year Type: Computed Flood [HYDROGRAPH INFORMATION] Peak Flow (Qp) = 356.29 (cfs) Time to Peak (Tp) = 764.00 (min) Time of Base (Tb) = 1687.03 (min) Volume = 72.57 (ac-ft) Time Step = 1 .00 (min) Flow Multiplier = 1.00 [UNIT HYDROGRAPH INFORMATION] Number = 3 Type = SCS Curvilinear Peak Flow (Qp) = 508.57 (cfs) Time to Peak (Tp) = 50.02 (min) Time of Base (Tb) = 250.09 (min) Volume = 46.81 (ac-ft) Shape Factor = 484.00 Time Step: = 1 .00 (min) Excess Rain = 1.00 (in) Lag Time = 45.02 (min) [BASIN INFORMATION] [WEIGHTED WATERSHED AREA] Description Area CN Overall Approximation 560.62 59 [TIME CONCENTRATION -- User Defined] Time of Concentration (Tc) = 75.03 (min) [RAINFALL DESCRIPTION] Distribution Type = SCS II Total Precipitation = 5.60 (in) Return Period = 10 (yr) Storm Duration = 24.00 (hr)Name: Name: DA-3 2-Year Type: Computed Flood [HYDROGRAPH INFORMATION] Peak Flow (Qp) = 21.34 (cfs) Time to Peak (Tp) = 754.00 (min) Time of Base (Tb) = 1632.96 (min) Volume = 4.26 (ac-ft) Time Step = 1 .00 (min) Flow Multiplier = 1.00 [UNIT HYDROGRAPH INFORMATION] Number = 2 Type = SCS Curvilinear Peak Flow (Qp) = 84.18 (cfs) Time to Peak (Tp) = 39.53 (min) Time of Base (Tb) = 197.65 (min) Volume = 6.12 (ac-ft) Shape Factor = 484.00 Time Step: = 1.00 (min) Excess Rain = 1.00 (in) Lag Time = 35.58 (min) [BASIN INFORMATION] [WEIGHTED WATERSHED AREA] Description Area CN Overall Approximation 73.34 62 [TIME CONCENTRATION -- User Defined] Time of Concentration (Tc) = 59.30 (min) [RAINFALL DESCRIPTION] Distribution Type = SCS II Total Precipitation = 3.70 (in) Return Period = 2 (yr) Storm Duration = 24.00 (hr) Name: DA-3 10-Year Type: Computed Flood [HYDROGRAPH INFORMATION] Peak Flow (Qp) = 66.17 (cfs) Time to Peak (Tp) = 753.00 (min) Time of Base (Tb) = 1632.96 (min) Volume = 10.96 (ac-ft) Time Step = 1 .00 (min) Flow Multiplier = 1.00 [UNIT HYDROGRAPH INFORMATION] Number = 2 Type = SCS Curvilinear Peak Flow (Qp) = 84.18 (cfs) Time to Peak (Tp) = 39.53 (min) Time of Base (Tb) = 197.65 (min) Volume = 6.12 (ac-ft) Shape Factor = 484.00 Time Step: = 1 .00 (min) Excess Rain = 1.00 (in) Lag Time = 35.58 (min) [BASIN INFORMATION] [WEIGHTED WATERSHED AREA] Description Area CN Overall Approximation 73.34 62 [TIME CONCENTRATION -- User Defined] Time of Concentration (Tc) = 59.30 (min) [RAINFALL DESCRIPTION] Distribution Type = SCS II Total Precipitation = 5.60 (in) Return Period = 10 (yr) Storm Duration = 24.00 (hr) • r ADEQUATE CHANNEL ANALYSIS REPORT Channel Analysis: SECTION A Parameters Channel Type: Custom Cross Section Flow: 100.8500 (cfs) Depth: 1.3663 (ft) Mannings 0.0292 Longitudinal Slope: 0.0230 (ft/ft) Area of Flow: 14.2039 (ftA2) Wetted Perimeter: 16.0983 (ft) Average Velocity: 7.1002(ft/s) Top Width: 15.7312 (ft) Froude Number: 1.3168 Critical Depth: 1.5646 (ft) Critical Velocity: 5.7876 (ft/s) Critical Slope: 0.0128 (ft/ft) Critical Top Width: 16.7511 (ft) Calculated Max Shear Stress: 1.9609 (Ib/ft^2) Calculated Avg Shear Stress: 1,2663 (Ib/ft^2) i Cross Section Data Station(ft) Elevation(ft) Mannings 0.00 337.71 0.0500 33.93 335.84 0.0500 47.30 332.19 0.0300 53.01 331.92 0.0300 58.37 332.85 0.0500 64.08 336.71 0.0500 95.08 336.80 Channel Analysis: SECTION B Parameters Channel Type: Custom Cross Section Flow: 102.9500 (cfs) Depth: 1.4142 (ft) Mannings 0.0282 Longitudinal Slope: 0.0210 (ft/ft) Area of Flow: 14.6853 (ft^2) Wetted Perimeter: 16.6630 (ft) Average Velocity: 7.0104(ft/s) Top Width: 16.2482 (ft) Froude Number: 1.2995 Critical Depth: 1.6021 (ft) Critical Velocity: 5.7739 (ft/s) Critical Slope: 0.0119 (ft/ft) Critical Top Width: 17.2222 (ft) Calculated Max Shear Stress: 1.8531 (Ib/ft^2) Calculated Avg Shear Stress: 1.1549 (Ib/ft^2) Cross Section Data Station(ft) Elevation(ft) Mannings 0.00 340.90 0.0500 22.56 335.69 0.0500 37.70 325.30 0.0300 44.71 324.72 0.0300 51.04 325.68 0.0500 67.62 330.13 0.0500 96.93 330.20 Channel Analysis: SECTION C Parameters Channel Type: Custom Cross Section Flow: 102.9500 (cfs) Depth: 0.9952 (ft) Mannings 0.0292 Longitudinal Slope: 0.0240 (ft/ft) Area of Flow: 14.4792 (ft^2) Wetted Perimeter: 16.8633 (ft) Average Velocity: 7.1102(ft/s) Top Width: 16.1477 (ft) Froude Number: 1.3232 Critical Depth: 1.1864 (ft) Critical Velocity: 5.8465 (ft/s) Critical Slope: 0.0130 (ft/ft) Critical Top Width: 16.5886 (ft) Calculated Max Shear Stress: 1.4904 (Ib/ft^2) Calculated Avg Shear Stress: 1.2859 (Ib/ft"2) Cross Section Data Station(ft) Elevation(ft) Mannings 0.00 339.90 0.0500 12.23 336.73 0.0500 28.44 328.61 0.0500 35.38 322.90 0.0300 43.22 322.84 0.0300 49.33 322.82 0.0500 54.27 327.35 0.0500 82.76 328.10 --- Channel Analysis: SECTION D Parameters Channel Type: Custom Cross Section Flow: 102.9500 (cfs) Depth: 1.6090 (ft) Mannings 0.0283 Longitudinal Slope: 0.0250 (ft/ft) Area of Flow: 13.4856 (ft"2) Wetted Perimeter: 15.3145 (ft) Average Velocity: 7.6341 (ft/s) Top Width: 14.4655 (ft) Froude Number: 1.3933 Critical Depth: 1.8704 (ft) Critical Velocity: 5.8806 (ft/s) Critical Slope: 0.0123 (ft/ft) Critical Top Width: 16.3018 (ft) Calculated Max Shear Stress: 2.5100 (Ib/ft"2) Calculated Avg Shear Stress: 1.3737 (Ib/ft"2) Cross Section Data Station(ft) Elevation(ft) Mannings 0.00 338.10 0.0500 3.67 337.15 0.0500 21.03 328.72 0.0500 28.20 323.80 0.0300 50.12 320.42 0.0300 53.52 320.86 0.0500 56.23 325.88 0.0500 76.05 325.90 ---- Channel Analysis: SECTION E Parameters Channel Type: Custom Cross Section Flow: 102.9500 (cfs) Depth: 1.6160 (ft) Mannings 0.0285 Longitudinal Slope: 0.0180 (ft/ft) Area of Flow: 15.6179 (ft^2) Wetted Perimeter: 17.0364 (ft) Average Velocity: 6.5918(ftls) Top Width: 16.6576 (ft) Froude Number: 1.1997 Critical Depth: 1.7527 (ft) Critical Velocity: 5.7320 (ft/s) Critical Slope: 0.0123 (ft/ft) Critical Top Width: 17.6019 (ft) Calculated Max Shear Stress: 1.8150 (Ib/ft"2) Calculated Avg Shear Stress: 1.0297 (Ib/ft"2) Cross Section Data Station(ft) Elevation(ft) Mannings 0.00 324.40 0.0500 16.90 318.87 0.0300 19.10 318.32 0.0300 27.39 319.18 0.0500 45.79 323.96 0.0500 81.56 324.90 Channel Analysis: SECTION F Parameters Channel Type: Custom Cross Section Flow: 102.9500 (cfs) Depth: 1.0318 (ft) Mannings 0.0276 Longitudinal Slope: 0.0170 (ft/ft) Area of Flow: 15.6239 (ft^2) Wetted Perimeter: 17.1938 (ft) Average Velocity: 6.5892 (ft/s) Top Width: 15.1550 (ft) Froude Number: 1.1436 Critical Depth: 1.1283 (ft) Critical Velocity: 6.0250 (ft/s) Critical Slope: 0.0126 (ft/ft) Critical Top Width: 15.1573 (ft) Calculated Max Shear Stress: 1.0945 (Ib/ft^2) Calculated Avg Shear Stress: 0.9639 (Ib/ft^2) Cross Section Data Station(ft) Elevation(ft) Mannings 0.00 322.20 0.0500 9.54 321.96 0.0500 10.94 0.00 0.0300 26.07 0.00 0.0500 32.44 321.05 0.0500 64.13 322.00 Channel Analysis: SECTION G Parameters Channel Type: Custom Cross Section Flow: 102.9500 (cfs) Depth: 1.2545 (ft) Mannings 0.0290 Longitudinal Slope: 0.0180 (ft/ft) Area of Flow: 15.9869 (ft^2) Wetted Perimeter: 17.6120 (ft) Average Velocity: 6.4396(ft/s) Top Width: 16.6263 (ft) Froude Number: 1.1573 Critical Depth: 1.3558 (ft) Critical Velocity: 5.8228 (ft/s) Critical Slope: 0.0131 (ft/ft) Critical Top Width: 16.7919 (ft) Calculated Max Shear Stress: 1.4090 (Ib/ft^2) Calculated Avg Shear Stress: 1.0196 (Ib/ft^2) Cross Section Data Station(ft) Elevation(ft) Mannings 0.00 321.30 0.0500 20.94 320.42 0.0500 26.44 314.53 0.0300 32.80 314.78 0.0300 41.31 314.95 0.0500 44.52 319.53 0.0500 67.12 320.80 0.0500 76.65 324.20 Channel Analysis: SECTION H Parameters Channel Type: Custom Cross Section Flow: 102.9500 (cfs) Depth: 1.3301 (ft) Mannings 0.0296 Longitudinal Slope: 0.0190 (ft/ft) Area of Flow: 15.0628 (ft^2) Wetted Perimeter: 15.3509 (ft) Average Velocity: 6.8347 (ftls) Top Width: 14.7024 (ft) Froude Number: 1.1900 Critical Depth: 1.4655 (ft) Critical Velocity: 6.0260 (ft/s) Critical Slope: 0.0131 (ft/ft) Critical Top Width: 15.1635 (ft) Calculated Max Shear Stress: 1.5770 (Ib/ft^2) Calculated Avg Shear Stress: 1.1633 (Ib/ft^2) Cross Section Data Station(ft) Elevation(ft) Mannings 0.00 321.50 0.0500 20.52 320.89 0.0500 36.53 312.20 0.0300 39.54 312.29 0.0300 47.14 312.48 0.0500 56.24 318.30 0.0500 66.67 320.19 0.0500 75.40 325.86 Channel Analysis: SECTION I Parameters Channel Type: Custom Cross Section Flow: 102.9500 (cfs) Depth: 2.1792 (ft) Mannings 0.0265 Longitudinal Slope: 0.0150 (ft/ft) Area of Flow: 13.6075 (ft^2) Wetted Perimeter: 11.7993 (ft) Average Velocity: 7.5657 (ft/s) Top Width: 9.7634 (ft) Froude Number: 1.1294 Critical Depth: 2.3084 (ft) Critical Velocity: 6.9159 (ft/s) Critical Slope: 0.0116 (ft/ft) Critical Top Width: 10.0222 (ft) Calculated Max Shear Stress: 2.0397 (Ib/ft"2) Calculated Avg Shear Stress: 1.0794 (Ib/ft^2) • • Cross Section Data Station(ft) Elevation(ft) Mannings 0.00 323.50 0.0500 29.72 319.98 0.0500 45.30 310.86 0.0300 49.34 310.45 0.0300 52.27 309.94 0.0500 53.77 315.03 0.0500 63.84 319.30 0.0500 77.58 322.80 CASCADIA SUBDIVISION ADEQUATE CHANNEL ANALYSIS REPORT Culvert 1: [RATING CURVE LIMIT] Minimum Elevation = 340.76 (ft) Maximum Elevation = 346.70 (ft) Elevation Increment = 0.10 (ft) [OUTLET STRUCTURE INFORMATION] Diameter = 2.67 (ft) Invert Elevation = 342.44 (ft) Pipe Length = 79.00 (ft) Slope = 0.02 (ft/ft) Manning's n Value = 0.01 Orifice Coefficient = 0.60 Tailwater Elevation = 340.76 (ft) Number of Barrels = 1 [UNSUBMERGED EQUATION] H/Diam = Hc/Diam+K* (Q/(A*Diam^0.5) ) ^M-0.5*S Coefficient K = 0.01 Coefficient M = 2.00 Q Maximum = 31 .92 (cfs) [SUBMERGED EQUATION] H/Diam = c* (Q/ (A*Diam^0.5) ) ^2+Y-0.5*S Coefficient c = 0.04 Coefficient Y = 0.67 Q Minimum = 36.48 (cfs) [DEFINITIONS] H = Headwater depth above inlet control section invert, (ft) Diam = Interior height of culvert barrel, (ft) He = Specific head at critical depth (dc+Vc^2/2g) , (ft) Q = Discharge, (cfs) A = Full cross sectional area of culvert barrel, (sq ft) S = Culvert barrel slope, (ft/ft) [MAXIMUM DISCHARGE] Q = 44.28 (cfs) [CULVERT STAGE VS. DISCHARGE] Elevation (ft) Stage (ft) Discharge (cfs) 342.46 1.70 0.02 342.56 1 .80 0.12 342.66 1.90 0.34 342.76 2.00 0.67 342.86 2.10 1.09 342.96 2.20 1.62 343.06 2.30 2.24 343.16 2.40 2.93 343.26 2.50 3.74 343.36 2.60 4.61 343.46 2.70 5.55 343.56 2.80 6.55 343.66 2.90 7.64 343.76 3.00 8.79 343.86 3.10 9.91 343.96 3.20 11. 16 344.06 3.30 12.41 18 r CASCADIA SUBDIVISION 344.16 3.40 13.72 344.26 3.50 15.03 344.36 3.60 16.33 344.46 3.70 17.64 344.56 3.80 19.02 344.66 3.90 20.39 344.76 4.00 21.76 <-Elev=344.73 @ 21.34cfs 344.86 4.10 23.13 344.96 4.20 24.50 345.06 4.30 25.87 345.16 4.40 27.25 345.26 4.50 28.62 345.36 4.60 29.93 345.46 4.70 31.30 345.56 4.80 31.92 345.66 4.90 33.44 345.76 5.00 34.96 345.86 5.10 36.48 345.96 5.20 37.16 346.06 5.30 38.20 346.16 5.40 39.21 346.26 5.50 40.20 346.36 5.60 41.16 346.46 5.70 42. 10 346.56 5.80 43.02 346.66 5.90 43.92 346.70 5.94 44.28 Driveway Shoulder Elevation = 346.89 Freeboard Provided = 346.89 - 344.73 = 2.16' 19 CASCADIA SUBDIVISION Culvert 2: [RATING CURVE LIMIT] Minimum Elevation = 339.26 (ft) Maximum Elevation = 343.64 (ft) Elevation Increment = 0.10 (ft) [OUTLET STRUCTURE INFORMATION] Diameter = 2.67 (ft) Invert Elevation = 339.26 (ft) Pipe Length = 208.30 (ft) Slope = 0.03 (ft/ft) Manning's n Value = 0.01 Orifice Coefficient = 0.60 Tailwater Elevation = 332.86 (ft) Number of Barrels = 1 [UNSUBMERGED EQUATION] H/Diam = Hc/Diam+K* (Q/ (A*Diam^0.5) ) ^M-0.5*S Coefficient K = 0.01 Coefficient M = 2.00 Q Maximum = 31 .92 (cfs) [SUBMERGED EQUATION] H/Diam = c* (Q/ (A*Diam^0.5) ) ^2+Y-0.5*S Coefficient c = 0.04 Coefficient Y = 0.67 Q Minimum = 36.48 (cfs) [DEFINITIONS] H = Headwater depth above inlet control section invert, (ft) Diam = Interior height of culvert barrel, (ft) He = Specific head at critical. depth (dc+Vc^2/2g) , (ft) Q = Discharge, (cfs) A = Full cross sectional area of culvert barrel, (sq ft) S = Culvert barrel slope, (ft/ft) [MAXIMUM DISCHARGE] Q = 45.44 (cfs) [CULVERT STAGE VS. DISCHARGE] Elevation (ft) Stage (ft) Discharge (cfs) 339.26 0.00 0.00 339.36 0.10 0.11 339.46 0.20 0.33 339.56 0.30 0.64 339.66 0.40 1 .06 339.76 0.50 1.57 339.86 0.60 2.18 339.96 0.70 2.90 340.06 0.80 3.68 340.16 0.90 4.55 340.26 1.00 5.49 340.36 1.10 6.48 340.46 1.20 7.54 340.56 1.30 8.67 340.66 1.40 9.85 340.76 1.50 11.04 340.86 1.60 12.28 340.96 1.70 13.59 341.06 1 .80 14.90 20 , 0 CASCADIA SUBDIVISION 341.16 1.90 16.21 341 .26 2.00 17.58 341.36 2.10 18.95 341.46 2.20 20.26 341.56 2.30 21.63 <-Elev=341.54 @ 21.34cfs 341.66 2.40 23.01 341 .76 2.50 24.38 341.86 2.60 25.75 341.96 2.70 27.12 342.06 2.80 28.49 342.16 2.90 29.86 342.26 3.00 31.17 342.36 3.10 31.92 342.46 3.20 33.44 342.56 3.30 34.96 342.66 3.40 36.48 342.76 3.50 37.08 342.86 3.60 38.12 342.96 3.70 39.14 343.06 3.80 40.12 343.16 3.90 41 .09 343.26 4.00 42.03 343.36 4.10 42.95 343.46 4.20 43.86 343.56 4.30 44.74 343.64 4.38 45.44 Driveway Shoulder Elevation = 343.84 Freeboard Provided = 343.84 - 341.54 = 2.30' 21 ADEQUATE CHANNEL ANALYSIS PLAN FOR CASCADIA - BLOCKS 4 - 7 TM 625 PARCEL 25 TM 78, PARCELS 59 & 59A TM 78E, PARCEL H1 RIVANNA DISTRICT, ALBEMARLE COUNTY, VIRGINIA a, ytPS+Cn c e° PfanKl' 'y' ""Grove Ey ' "Gros , , 4a t A,ycr � _ �qa - P �Cr,_ `, �,''✓ , , ', �� , - _ _ ,avy '� �- ' �' eta ' L _ , -t' - _ 'a, - f�. . ?wnf Rd'Q FSO Hanson Rd� 1 a Profes's 4. 4' f,� � Carneg� Clr �orjcroa � ; ' t,^, _ H4sp tlace GUOgIe, ECit trt SuugscA Curvel Radius jTangent Length Delta 11.47 Chord Bear. C1 175.00 9.65, 19.29 6'1856 L4 S 26'0123 W C2 35,00 33.50 53.44 87'2912 048.4Y S 20'52 55 E C3 540.00 56.7 113.12 12'00 0 154.57 N 7037 51 W C4 35,00 29.63 4918 803010 L11 N 63'07 02 E C5 225.01 12.41 ' 24.79 6'18 47 S 26'34 07 E N 26'0124 E C6 11472.40'1157.99 S 11'1150 E 193.39 314.76 1214-5471314.16'1 44.97 N 1334 20 E Course Bearing Distance L1 S 76'0934 E 11.47 L2 N 8218'49" E 18.2 L3 N 55'4711 E 24.40 L4 N 54'Mlr E 51.77 L5 N 63'5310 E 24.62 L6 N 78'3538 E '53.53 L7 S 88'54 21 E 14.91 L8 S 54'53 41 E 154.57 L9 S 43'0813 E 141.55 L10 S 53 42 27 E 102.8 L11 S 17'46'15* E 166.2 L12 S 10'3018 W 81.51 L13 S 26'34 07 E 85.75 L14 S 11'1150 E 193.39 L15 S 42'5815 E 44.97 L16 S 03'2 49 W 97.27 L17 S 35'13 55 E 69.16 L18 S 20'3822 E 65.59 L19 S 02'4516 W 89.84 L20 S 39'49 04 E 53.80 L21 IS 39'4904 E 13.70 L22 S 25'0139 W 266.18 L23 N 64'58 21 W 192.44 L24 N 64'58 '21W 347.14 L25 S 49'20'31* W 113.71 L26 S 22'5158 W 53.92 L27 N 22'5158 E 61.25 L28 N 13'3243 E 64.09 L29 N 64'58 21 W 32214 L30 N 401158 E 53.79 L31 N 38'2458 E 181.21 L32 N 07'0910 E 108.09 L33 N 1419'04! E I 88.36 0 N° O O� a� h N h0� V- y I TMP 62 -25C CASON FARM RD. I TMP 62 -25C1 If 11 BROADUS MEMORIAL BAPTIST CHURCH L l6 L ! DB 1109 PC 353 L1 - - - - --� DB 1078 PG 97 NAIL SET IN 10' PRIVATE EASEMENT WOOD BRIDGE 19'14'19 "E TO BROADUS CHURCH PROPERTY \� ! 194.32' DB 3662 PG 444 0 cn S78'20'51 'E 1230.17' TOTAL If + I ' t 40 O� MON. FOUND TMP 78E -H FONTANA LANDI TRUST NEW PERMANENT- DRAIN EASEMENT `-QB 2436 PG 623 20' RWSA ESMT. DB 859 PG 53 DB 742 PG 195, '197 PLAT TMP' 78 -57A L2 C \ KMH PROPERTIES LLC. DB 3222 PG 519 cA- r, TMP 62 -26 CASON WILLIAM A DB 793 PC 106 L12 0 � G + + TMP 62 -25 � TMP 78 -59A � Z 20' SANITARY SEWER EASEMENT DB 3662 PG 444 t 20 SANITARY SEWER EASEMENT �___ `,> �DB 3662 PG 444 REDUS VA HOUSING LLC. �- I - - - - -- "PARCEL TWO" TMP 78 -59 TMP 78 -59A \ \, TMP 62 -25 \ \ DB 4076 PPG 573 IN, 55.266 ACRES, (TOTAL) 91g- REDUS VA HOUSING, LLC "PARCEL ONE" TMP 78E -Ht �2 DB 4076 PG 573 5.506 ACRES -L2Jr c1 '-7:,- 7' T� X17 TMP 78E -H FONTANA LAND TRUST TMP 78 -59 1169 Sg ryW 2105 60, . (TOTq4i TMP 78E -H r FONTANA LANDS 1,28 TRUST j' 1 X2,3 � ,� 1.2� �• j, \` TMP 78E -C FONTANA OWNERS INC DB ASSOCIATION, PGA PON 281 �4N.4 , ;� 1�2 / 19 L-100' VIRGINIA ELECTIRC & S' fPISjO SP40e POWER COMPANY 284Y EASEMENT N DB 269 SEE ALSO DB 867 PG 337 NF © 18" POP 1'21 / "' ��h 0 N Ln -} CA 0 rr; -p. o_ in 1-?0 TMP 78 -57 PANTOPS- LAKERIDCE DB 2805 PG 70 PS 1 Cover Sheet PS2 Adequate Channel Analysis Plan �s COUNTY ENGINEER a c NNNrA O > _ •L c s S O 4 q: 0 N� t �5 •E c 0 W q i 4 va a% Ao p es H O G' o 9 CH F. S Lic. .33028 I oN a L A m m w Y U w 2 U U z cf) O U W U C12 W j m A m w CO w 0 A _. w � o�-�r U E-t w a' w A I� Q U2 a 6i ¢ LO z J O x U CD O W � W � Q� O El Q W � LU w w CD DOIM. 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