Loading...
HomeMy WebLinkAboutWPO201800073 Calculations 2018-09-24Lewis and Clark Drive Road Extension ALBEMARLE COUNTY, VIRGINIA VSMP PLAN & ROAD PLAN DESIGN CALCULATIONS & NARRATIVE SEPTEMBER 24, 2018 TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Prepared by: Craig Kotarski, PE Timmons Group 608 Preston Avenue, Suite 200 Charlottesville, VA 22903 434.327.1688 Q CRA.YG W J. KorrARSK1 Lie. No. 0402048507 Table of Contents Section Title 1 Project Narrative 2 LD-204 Inlet Calculations 3 LD-229 Pipe Calculations 4 LD-347 HGL Calculations 5 LD-269 Culvert Calculations Project Narrative: This project includes the construction of a new road connecting Innovation Drive to Lewis and Clark Drive and associated utilities and site work. Limits of disturbance is 12.50 acres. Stormwater Management: Per the document "Stormwater Management/ BMP Analysis and Floodplan Study for the UVA Research Park at Northfork" by Dewberry & Davis, October 1997, The Research Park has been master planned for stormwater management for the future build -out of the research park. The majority of this road project drains to the large wetpond to the east that was designed and constructed to handle quantity and quality for the future build -out of the research park including this road connection. FORM LD 204 STORMWATER INLET COMPUTATIONS SHEET 1 OF 3 LD204 PROJECT UVAF LEWIS AND CLARK ROAD EXTENSION DESIGNER: A. MABEE DATE 9/21/2018 CHECKED: J.SHOWALTER UNITS-NGLISH INLETSOFT BY ENSOFTEC DATE: 9/21/2018 FORM LD 204 STORMWATER INLET COMPUTATIONS SHEET 2 OF 3 LD204 PROJECT UVAF LEWIS AND CLARK ROAD EXTENSION DESIGNER: A. MABEE DATE 9/21/2018 CHECKED: J.SHOWALTER UNITS-NGLISH IN.FT o O Sag Inlets Only m Z ,W, 92 222 DI-3C 8.000 0.070 0.90 0.06 B.k/Lt. 0.000'RIGHT 0.06 4 0.252 0 0.0020 0.0208 3.275 2.000 0.6107 0.0833 4.005 3.50 B.k/Lt. 0 4 0 0 Ahead/Rt. 0.252 0.0020 8 0.252 0.535 0.166 0.0138 12.0028923 2.535 2.145 Weir Flow 224 DI-3B 12.000 0.340 0.90 0.31 0.000'RIGH 0.120 0.35 0.04 0.35 4 1.392 0 1.392 0.0260 0.0208 4.656 2.000 0.4296 0.0833 4.005 0.909 3.50 0.1458 0.1533 8.829 12.000 1.359 1.000 1.392 0.000 2.662 226 DI-3B 12.000 0.290 0.90 0.26 URIGHT 0.050 0.35 0.02 0.28 4 1.116 0 1.116 0.0610 0.0208 2.577 2.000 0.7761 0.0833 4.005 0.997 3.50 0.1458 0.1662 9.902 12.000 1.212 1.000 1.116 0.000 2.143 228 DI-3B 12.000 0.220 0.90 0.2 URIGHT 0.050 0.35 0.02 0.22 4 0.864 0 0.864 0.0690 0.0208 1.905 2.000 1.0499 0.0833 4.005 1.000 3.50 0.1458 0.1666 9.214 12.000 1.302 1.000 0.864 0.000 1.905 232 DI-3B 8.000 0.320 0.90 0.29 URIGHT 0.070 0.35 0.02 0.31 4 1.252 0 1.252 0.0076 0.0208 6.409 2.000 0.3121 0.0833 4.005 0.788 3.50 0.1458 0.1357 6.283 8.000 1.273 1.000 1.252 0.000 3.100 242 DI-3B 8.000 0.410 0.90 0.37 0.000'RIGH 0.270 0.35 0.09 0.46 4 1.856 0 1.856 0.0180 0.0208 6.275 2.000 0.3187 0.0833 4.005 0.797 3.50 0.1458 0.1371 9.544 8.000 0.838 0.962 1.786 0.070 3.066 252 DI-5 3.330 0.020 0.90 0.02 URIGHT 0.310 0.35 0.11 0.13 10 1.27 0 1.270 0.0056 3.000 3.330 1.000 1.270 0.000 0.2132 BHt. 0.103' 254 DI-5 3.330 0.230 0.90 0.21 0.000'RIGH 0.200 0.35 0.07 0.28 4 1.108 0 1.108 0.0370 3.000 3.330 1.000 1.108 0.000 0.1156 BHt. 0.094' 256 DI-5 3.330 0.130 0.90 0.12 URIGHT 0.090 0.35 0.03 0.15 4 0.596 0 0.596 0.0320 3.000 3.330 1.000 0.596 0.000 0.0841 BHt. 0.062' 258 DI-5 3.330 0.200 0.90 0.18 0.000'RIGH 0.080 0.35 0.03 0.21 4 0.832 0 0.832 0.0260 3.000 3.330 1.000 0.832 0.000 0.1084 BHt. 0.077' 262 DI-3B 1 12.000 0.100 0.90 0.09 INLETSOFT BY ENSOFTEC DATE: 9/21/2018 FORM LD 204 STORMWATER INLET COMPUTATIONS SHEET 3 OF 3 LD204 PROJECT UVAF LEWIS AND CLARK ROAD EXTENSION DESIGNER: A. MABEE DATE 9/21/2018 CHECKED: J.SHOWALTER UNITS-NGLISH IN.FT �z ¢ T� rF of �y a a hS aZs d a a� Sag Inlets Only i Z w x 92 �` m URIGHT 0.480 0.35 0.17 0.26 4 1.032 0 1.032 0.0472 0.0208 2.733 2.000 0.7318 0.0833 4.005 0.995 3.50 0.1458 0.1659 8.884 12.000 1.351 1.000 1.032 0.000 2.182 272 DI-3B 8.000 0.090 0.90 0.08 URIGHT 0.08 4 0.324 0 0.324 0.0370 0.0208 1.483 2.000 1.3486 0.0833 4.005 1.000 3.50 0.1458 0.1666 5.062 8.000 1.580 1.000 0.324 0.000 1.482 274 DI-3B 12.000 0.060 0.90 0.05 URIGHT 0.660 0.35 0.23 0.29 4 1.14 0 1.140 0.0370 0.0208 3.435 2.000 0.5822 0.0833 4.005 0.974 3.50 0.1458 0.1629 8.704 12.000 1.379 1.000 1.140 0.000 2.357 282 DI-3B 8.000 0.130 0.90 0.12 URIGHT 0.12 4 0.468 0 0.468 0.0250 0.0208 1.832 2.000 1.0917 0.0833 4.005 1.000 3.50 0.1458 0.1666 5.252 8.000 1.523 1.000 0.468 0.000 1.831 284 DI-3B 8.000 0.100 0.90 0.09 URIGHT 0.260 0.35 0.09 0.18 4 0.724 0 0.724 0.0230 0.0208 2.750 2.000 0.7273 0.0833 4.005 0.994 3.50 0.1458 0.1658 6.171 8.000 1.296 1.000 0.724 0.000 2.186 300 DI-3B 8.000 0.160 0.90 0.14 0.000'RIGH 0.690 0.35 0.24 0.39 4 1.544 0 1.544 0.0065 0.0208 7.482 2.000 0.2673 0.0833 4.005 0.716 3.50 0.1458 0.1252 6.873 8.000 1.164 1.000 1.544 0.000 3.367 57+881 DI-7 3.500 2.450 0.90 2.21 Back/Lt. 0.000'RIGH 1.800 0.35 0.63 Back/Lt. 2.84 4 11.34 0 Back/Lt. 0 4 0 0 Ahead/Rt. 11.340 0.001 3.500 3.5 11.340 8.447 Wert Plow INLETSOFT BY ENSOFTEC DATE: 9/21/2018 LD-229 STORM SEWER DESIGN COMPUTATIONS STORM FREQUENCY 10 YEAR PROJECT: LEWIS AND CLARK DRIVE ROAD EXTENTION LOCATION: CHARLOTTESVILLE, VA COUNTY: ALBEMARLE Designed by: A. MABEE Checked by: J. SHOWALTER UNITS ENGLISH PIPE NO FROM POINT TO POINT DRAIN. AREA "A" Acre (3) RUNOFF COEFF. "C" (4) CA TOTAL INLET TIME Minutes (7) RAIN FALL In/Hr (8) RUNOFF Q CFS (9) INVERT ELEVATIONS LENGTH of Pipe Ft. (12) SLOPE Ft./Ft. (13) SIZE (Dia. Or Span/Rise) In. (14) SHAPE Capacity CFS (15) Friction Slope Ft./Ft. VEL Vn Ft/Sec (16) FLOW TIME Sec. (17) REMARKS (18) INCRE- MENT (5) ACCUM- ULATED (6) ADDTL CA UPPER END (10) LOWER END (11) REFERENCE (1) STA. REFERENCE (2) STA. 141 142 108 0.680 0.350 0.238 0.238 0.000 0.000 5.000 1.190 562.909 562.180 72.877 0.010 15.000 Circular 6.458 0.000 4.023 0.302 107 108 106 0.910 0.500 0.455 0.693 0.000 1 0.302 5.000 1 3.465 561.577 550.691 241.912 1 0.045 15.000 1 Circular 13.699 1 0.003 1 9.329 0.432 131 132 106 0.470 0.350 0.165 0.165 0.000 0.000 5.000 0.823 552.474 551.199 72.872 0.017 15.000 Circular 8.543 0.000 4.412 0.275 105 106 104 0.900 0.480 0.432 1.290 0.000 0.734 5.000 6.448 550.590 537.923 266.667 0.048 15.000 Circular 14.075 0.010 11.243 0.395 121 122 104 0.270 0.350 0.095 0.095 0.000 0.000 5.000 0.473 539.375 538.099 72.891 0.018 15.000 Circular 8.543 0.000 3.746 0.324 103 104 102 1.260 0.460 0.580 1.964 0.000 1.129 5.000 9.818 537.820 526.215 221.051 0.052 15.000 Circular 14.797 0.023 12.925 0.285 111 112 102 0.290 0.350 0.102 0.102 0.000 0.000 5.000 0.508 527.227 526.499 72.870 0.010 15.000 Circular 6.458 0.000 3.142 0.387 101 102 100 0.520 0.610 0.317 2.382 0.000 1.414 5.000 11.912 526.045 524.870 32.502 0.036 24.000 Circular 43.007 0.003 11.731 0.046 PIPE NO FROM POINT TO POINT DRAIN. AREA "A" Acre (3) RUNOFF COEFF. "C" (4) CA TOTAL INLET TIME Minutes (7) RAIN FALL In/Hr (8) RUNOFF Q CFS (9) INVERT ELEVATIONS LENGTH of Pipe Ft. (12) SLOPE Ft./Ft. (13) SIZE (Dia. Or Span/Rise) In. (14) SHAPE Capacity CFS (15) Friction Slope Ft./Ft. VEL Vn Ft/Sec (16) FLOW TIME Sec. (17) REMARKS (18) INCRE- MENT (5) ACCUM- ULATED (6) ADDTL CA UPPER END (10) LOWER END (11) REFERENCE (1) STA. REFERENCE (2) STA. 283 284 282 0.360 0.500 0.180 0.180 0.000 5.000 5.885 1.059 502.451 501.909 31.019 0.018 15.000 Circular 8.543 0.000 4.749 0.109 281 282 258 0.130 0.900 0.117 0.297 0.000 1 5.109 5.853 1 1.738 501.810 499.592 46.690 1 0.048 15.000 1 Circular 14.075 1 0.001 1 7.815 0.100 257 258 256 0.280 0.740 0.207 0.504 0.000 5.208 5.824 2.937 495.152 492.310 142.087 0.020 15.000 Circular 9.133 0.002 6.644 0.356 273 274 272 0.720 0.400 0.288 0.288 0.000 5.000 5.885 1.695 498.064 497.599 31.045 0.015 15.000 Circular 7.909 0.001 5.142 0.101 271 272 256 0.090 0.900 0.081 0.369 0.000 5.101 5.855 2.161 497.500 495.976 43.539 0.035 15.000 Circular 12.082 0.001 7.462 0.097 255 256 254 0.220 0.680 0.150 1.023 0.000 5.565 5.724 5.855 492.210 481.250 292.267 0.038 15.000 Circular 12.506 0.008 10.045 0.485 261 262 254 0.580 0.450 0.261 0.261 0.000 5.000 5.885 1.536 484.156 481.970 72.870 0.030 15.000 Circular 11.186 0.001 6.405 0.190 253 254 252 0.430 0.640 0.275 1.559 0.000 6.050 5.595 8.722 481.150 476.150 250.000 0.020 18.000 Circular 14.852 0.007 8.760 0.476 251 252 204 0.320 0.350 0.112 1 1.671 0.000 1 6.525 5.474 1 9.146 1 476.050 475.300 25.000 1 0.030 18.000 Circular 18.190 0.008 10.330 0.040 227 228 212 0.280 0.790 0.221 0.221 0.000 5.000 5.885 1.302 512.264 510.801 73.144 0.020 15.000 Circular 9.133 0.000 5.286 0.231 211 212 210 1.060 0.350 0.371 0.592 0.000 5.231 5.818 3.445 510.351 492.675 282.811 0.063 15.000 Circular 16.145 0.003 10.484 0.450 225 226 210 0.350 0.810 0.284 0.284 0.000 5.000 5.885 1.668 494.699 493.605 72.932 0.015 15.000 Circular 7.909 0.001 5.119 0.237 209 210 208 1.430 0.350 0.501 1.376 0.000 5.680 5.693 7.835 492.580 482.630 265.343 0.038 15.000 Circular 12.506 0.015 10.783 0.410 223 224 208 0.460 0.760 0.350 0.350 0.000 5.000 5.885 2.057 484.537 483.262 72.882 0.018 15.000 Circular 8.543 0.001 5.739 0.212 207 208 206 0.620 0.350 0.217 1.943 0.000 6.090 5.584 10.849 482.530 477.073 242.550 0.023 18.000 1 Circular 15.753 0.011 1 9.634 0.420 205 206 204 0.330 0.350 0.116 2.058 0.000 6.510 5.477 11.274 1 476.970 476.173 24.517 1 0.033 18.000 Circular 18.933 0.012 11.203 0.036 241 242 222 0.680 0.680 0.462 0.462 0.000 5.000 5.885 2.721 479.770 479.270 25.000 0.020 15.000 Circular 9.133 0.002 6.507 0.064 231 232 222 0.390 0.800 0.312 0.312 0.000 5.000 5.885 1.836 479.434 478.989 25.434 0.017 15.000 Circular 8.543 0.001 5.559 0.076 221 222 204 0.070 0.900 0.063 0.837 0.000 5.076 5.862 4.909 478.210 476.935 72.870 0.017 15.000 Circular 8.543 0.006 7.219 0.168 203 204 202 0.060 0.350 0.021 4.588 0.000 6.566 5.464 25.065 473.328 467.429 39.330 0.150 24.000 Circular 87.605 0.012 24.110 0.027 201 202 200 0.000 0.000 0.000 4.588 0.000 6.593 5.457 25.034 456.181 453.912 13.381 0.170 24.000 Circular 93.161 0.012 25.200 0.009 LD-347 PROJECT: LEWIS AND CLARK DRIVE ROAD EXTENTION DESIGNED BY: A. MABEE HYDRAULIC GRADE LINE ANALYSIS Checked: J. SHOWALTER INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION INLET STATION OUTLET WATER SURFACE ELEV. DIA. PIPE Do (In) DESIGN DISCH. Qo (CFS) LENGTH PIPE Lo (Ft) FRICTION SLOPE, Sfo (FT/FT) FRICTION LOSS Hf (Ft) JUNCTION LOSS FINAL H (Ft) Inlet Water Surface Elevation Rim Elev Comments Vo Ho (Ft) Qi Vi QiVi Vi*2/2g Hi Angle H4 Ht 1.3 Ht 0.5 Ht 102 526.87 24 14.1 32.5 0.39% 0.13 12.28 0.59 11.62 13.38 155.58 2.78 0.97 68.64 1.7 3.26 0 FALSE 3.38 530.25 533.37 OK -3.11 104 530.25 15 11.62 221.05 3.24% 7.16 13.38 0.7 7.63 11.73 89.53 2.14 0.75 10.32 0.28 1.72 2.24 FALSE 9.39 539.65 546.78 OK -7.13 106 539.65 15 7.63 266.67 1.40% 3.72 11.73 0.53 4.1 9.77 40.1 1.48 0.52 12.55 0.28 1.34 1.74 FALSE 5.46 545.11 559.66 OK -14.56 108 551.69 15 4.1 241.91 0.40% 0.98 9.77 0.37 1.41 4.22 5.95 0.28 0.1 84.07 0.18 0.65 0.85 FALSE 1.82 553.51 570.03 OK -16.52 142 563.18 15 1.41 72.88 0.05% 0.03 4.22 0.07 0 0 0 0 0 0 0 0.07 0.09 FALSE 0.12 563.3 568.52 OK -5.22 112 530.25 15 0.6 72.87 0.01% 0.01 3.3 0.04 0 0 0 0 0 0 0 0.04 0.06 FALSE 0.06 530.31 531.86 OK -1.54 122 539.65 15 0.56 72.89 0.01% 0.01 3.94 0.06 0 0 0 0 0 0 0 0.06 0.08 FALSE 0.08 539.73 545.34 OK -5.61 132 552.2 15 0.97 72.87 0.02% 0.02 4.63 0.08 0 0 0 0 0 0 0 0.08 0.11 FALSE 0.12 552.32 558.15 OK -5.83 INLET OR JUNCTION INLET STATION OUTLET WATER SURFACE ELEV. DIA. PIPE Do (In) DESIGN DISCH. Qo (CFS) LENGTH PIPE Lo (Ft) FRICTION SLOPE, Sfo (FT/FT) FRICTION LOSS Hf (Ft) JUNCTION LOSS FINAL H (Ft) Inlet Water Surface Elevation Rim Elev Comments Vo Ho (Ft) Qi Vi QiVi Vi*2/2g Hi Angle HA Ht 1.3 Ht 0.5 Ht 202 455.91 24 25.03 13.38 1.22% 0.16 25.2 2.47 25.07 24.11 604.33 9.03 3.16 15.57 1.72 7.34 0 FALSE 7.5 463.41 471.88 OK -8.47 204 469.03 24 25.07 39.33 1.23% 0.48 24.11 2.26 11.27 11.2 126.31 1.95 0.68 84.83 1.29 4.23 0 FALSE 4.71 473.74 484.44 OK -10.71 252 476.5 18 9.15 25 0.76% 0.19 10.33 0.41 8.72 8.76 76.4 1.19 0.42 0 0 0.83 0 FALSE 1.02 477.52 484.44 OK -6.92 254 477.52 18 8.72 250 0.69% 1.72 8.76 0.3 5.85 10.05 58.81 1.57 0.55 90 0.45 1.29 0 FALSE 3.02 480.54 488.15 OK -7.61 256 482.25 15 5.85 292.27 0.82% 2.4 10.05 0.39 2.94 6.64 19.51 0.69 0.24 96.17 0.61 1.24 0 FALSE 3.64 485.89 501.18 OK -15.3 258 493.31 15 2.94 142.09 0.21 % 0.29 6.64 0.17 1.74 7.82 13.59 0.95 0.33 85.39 0.66 1.17 1.52 FALSE 1.81 495.12 505.62 OK -10.5 282 500.59 15 1.74 46.69 0.07% 0.03 7.82 0.24 1.06 4.75 5.03 0.35 0.12 0 0 0.36 0.47 FALSE 0.5 501.09 508.67 OK -7.58 284 502.91 15 1.06 31.02 0.03% 0.01 4.75 0.09 0 0 0 0 0 0 0 0.09 0.11 FALSE 0.12 "" " 509.08 OK -6.05 206 477.37 18 11.27 24.52 1.15% 0.28 11.2 0.49 10.85 9.63 104.51 1.44 0.5 6.24 0.09 1.08 0 FALSE 1.36 478.73 484.53 OK -5.79 208 478.73 18 10.85 242.55 1.07% 2.59 9.63 0.36 7.83 10.78 84.48 1.81 0.63 14.43 0.34 1.34 0 FALSE 3.92 482.66 489.3 OK -6.64 210 483.63 15 7.83 265.34 1.47% 3.9 10.78 0.45 3.45 10.48 36.12 1.71 0.6 84.69 0.27 1.32 1.71 FALSE 5.62 489.25 499.47 OK -10.22 212 493.68 15 3.45 282.81 0.28% 0.8 10.48 0.43 1.3 5.29 6.88 0.43 0.15 96.26 0.3 0.88 1.15 FALSE 1.95 495.63 516.82 OK -21.19 228 511.8 15 1.3 73.14 0.04% 0.03 5.29 0.11 0 0 0 0 0 0 0 0.11 0.14 FALSE 0.17 511.97 518.45 OK -6.48 222 477.94 15 4.91 72.87 0.58% 0.42 7.22 0.2 2.72 6.51 17.71 0.66 0.23 90 0.46 0.89 0 FALSE 1.31 479.25 485.95 OK -6.71 242 480.27 15 2.72 25 0.18% 0.04 6.51 0.16 0 0 0 0 0 0 0 0.16 0.21 FALSE 0.26 480.53 485.95 OK -5.42 224 484.26 15 2.06 72.88 0.10% 0.07 5.74 0.13 0 0 0 0 0 0 0 0.13 0.17 FALSE 0.24 484.5 490.76 OK -6.26 226 494.6 15 1.67 72.93 0.07% 0.05 5.12 0.1 0 0 0 0 0 0 0 0.1 0.13 FALSE 0.18 494.79 500.98 OK -6.19 232 479.99 15 1.84 25.43 0.08% 0.02 5.56 0.12 0 0 0 0 0 0 0 0.12 0.16 FALSE 0.18 480.17 486.04 OK -5.87 262 482.97 15 1.54 72.87 0.06% 0.04 6.4 0.16 0 0 0 0 0 0 0 0.16 0.21 FALSE 0.25 483.22 490.56 OK -7.34 272 496.98 15 2.16 43.54 0.11% 0.05 7.46 0.22 1.69 5.14 8.71 0.41 0.14 0 0 0.36 0.47 FALSE 0.52 497.49 504.1 OK -6.6 274 498.6 15 1.69 31.04 0.07% 0.02 5.14 0.1 0 0 0 0 0 0 0 0.1 0.13 FALSE 0.15 498.75 504.47 OK -5.71 PROJECT UVAF Lewis and Clark ExL SHEET OF UNITS ENGLISH CULVERT DESIGN FORM LD DESIGNER: DATE: REVIEWER: DATE: ROAD COUNTY Albemarle (Zone 1) CULVERT 1 VA NOAA Station Charlottesville Method: Drainage Area: HYDROLOGICAL DATA RATIONAL 241 Acres Roadway Width 105 ft ROADWAY ELEVATION 485.00 It Road Length 1000 Suface Type Freeboard= #VALUE! me of Concentration 45.664 Minutes Shldr. Elev. Lt. = ft Shldr. Elev. Rt. SIGN FLOWS ELBWd= 474.91 f_______ V __________________________________________________ __________ __. R.I. (years) FLOW (cfs) Elsf= 0.00 It Hwi H 10 Design 363.04 Eh= 466.00 ft TW DEPTH 2.30 - ------ -------- Stream Bed 2 Check 265.93 1-- 247 ft TW TW VEL. 10.80 100 Max. 636.82 S= 3.24% DEPRESSION 6 in. --- Channel Inv.El.. 459.00 JLVERT DESCRIPTION: SKEW= 00 "n" Bed 0.013 Etc= 458.00 It (PE: Single/Multiple Conforming Inlet Edge Description: Wingwall 30deg-75deg flare TOTAL FLOW Q cfs FLOW PER BARREL Q/N cfs HEADWATER CALCULATIONS CONTROL HEADWATER ELEV It OUTLET VEL fps MINIMUM SHOULDER ELEV. ft INLET CONTROL OUTLET CONTROL Single / Multiple Conforming / Broken Back Culverts Hwi/D HWi ft FALL ft ELHWi ft TW ft do ft (dc+D)/2 ft ho ft ke H It ELHWo ft MATERIAL SHAPE Size (in) N Mannings n Concrete Box 60 X 84 1 0.01 363.04 363.0 1.78 8.41 0.00 474.41 2.30 4.37 4.69 4.44 0.40 4.44 467.87 474.91 25.18 265.93 265.9 1.35 6.27 0.00 472.27 1.94 3.55 4.28 4.03 0.40 2.39 465.41 472.77 22.84 636.82 636.8 3.70 17.98 0.00 483.98 3.10 4.50 4.75 4.50 0.40 13.58 477.08 484.48 29.62 Broken Back Culvert TAILWATER DATA: TAILWATER RESULTS: ROADWAY DATA: ROADWAY OVERTOPPI] LENGTH Elev. SKEW o Channel Shape Trapezoidal Discharge Elevation Dow Velocity Shear force Roadway Width, ft Discharge Overtopping depth 105 Discharge Bottom Width, It 10.00 " = 0.035 cfs ft ft fps PSF Surface Type PAVED cfs CfS Side Slope Lt: (HA V) 2.00 Design 461.30 2.30 10.80 4.74 Top of Road Elevation, If 485 Design 0 Side Slope Rt: (HA V) 2.00 Check 460.94 1.94 9.85 4.00 Length of Road, ft 1000 heck 0 Channel Slooe. ft/ft 0.0330 Max. 462.10 3.10 12.67 6.39 ax. 0 TECHNICAL FOOTNOTES: (1) USE Q/NB FOR BOX CULVERTS (4) ELM = HWi + ELi (INVERT OF INLET CONTROL SECTION) (6) ho = TW or (dc + D/2) (WHICHEVER IS GREATER (2) HWi/D = HW/D OR HWi/D FROM DESIGN CHARTS (5) TW BASED ON DOWNSTREAM CONTROL OR FLOW (7) H = [1 + ke + (29n2L)/R1 "]v2/2g (3) FALL = HWI - (ELHWd - ELsf); FALL IS ZERO FOR CULVERTS ON GRADE DEPTH IN CHANNEL SUBSCRIPT DEFINITIONS: COMMENTS / DISCUSSION: CULVERT BARREL SELECTED HWd DESIGN HEADWATER i INLET SIZE: n: Hwi HW IN INLET CONTROL o OUTLET SHAPE: MATERIAL: HWo HW IN OUTLET CONTROL sf Streambed ENTRANCE: @ culvert face CULVERTSOFT by ENSOFTEC, INC. PROJECT UYAF Lewis and Clark Ext. SHEET UNITS OF ENGLISH CULVERT DESIGNER: REVIEWER: DESIGN FORM LD-269 DATE: 9/20/2018 DATE: ROAD COUNTY Albemarle (Zone 1) CULVERT 2 VA NOAA Station Charlottesville HYDROLOGICAL DATA Method: RATIONAL Drainage Area: 85 Acres Time of Concentration 30.936 Minutes DESIGN FLOWS Shldr. Elsf= Eli= Lr S= SKEW= Elev. Lt. =rIft ELHwa= aRz.37 0.00 ft 477.00 ft 169.09 ft 5.91% 00 Roadway Width 105 ft ROADWAY ELEVATION 488.00 It - - V ------------------------------------------------------------ f -11Hwi "---- SuBed ------------------- -- - DEPRESSION 0 in. `"'---- "n" Bed 0.013 Elo= Road Length 1000 Freeboard= Shldr. Elev. Rt. -- H TW DEPTH TW TW VEL. Channel lnv.EL 461.00 It Suface Type PAVED #VALUE! ft It 1.37 ft 8.58 fps 472.00 ft R.I. (years) FLOW (cfs) 10 Design 153.50 2 Check 113.50 100 Max. 263.13 CULVERT DESCRIPTION: TYPE: Single/Multiple Conforming Inlet Edge Description: Wingwall 30deg-75deg flare TOTAL FLOW Q cfs FLOW PER BARREL Q/N cfs HEADWATER CALCULATIONS CONTROL HEADWATER ELEV ft OUTLET VEL fps MINIMUM SHOULDER ELEV. ft COMMENTS INLET CONTROL OUTLET CONTROL Single / Multiple Conforming / Broken Back Culverts Hw`i/D HWi ft FALL ft ELHWi ft TW ft do ft (dc+D)/2 ft ho ft ke H it ELHWo ft MATERIAL SHAPE Size (in) N Mannings n Concrete Box 48 X 60 1 0.01 153.50 153.5 1.34 5.37 0.00 482.37 1.37 3.08 3.54 3.54 0.40 1.91 472.45 482.37 25.02 113.50 113.5 0.80 3.20 0.00 480.20 1.16 2.52 3.26 3.26 0.40 1.04 471.30 480.20 22.70 263.13 263.1 2.33 9.33 0.00 486.33 1.82 4.00 4.00 4.00 0.40 5.58 476.58 486.33 29.50 1 Broken Back Culvert TAILWATER DATA: TAILWATER RESULTS: ROADWAY DATA: ROADWAY OVERTOPPING: LENGTH Elev. SKEW' Channel Shape Trapezoidal " = 0.035 Discharge cfs Elevation ft Flow ft Velocity fps Shear force PSF , It Roadway Width, 105 Discharge Discharge cfs Discharge CTS Overtopping Elevation ft Bottom Width, It Side Slope Lt: (HA V) Side Slope Rt: (HA V) Channel Slope, ft/ft 9.00 Surface Type PAVED 3.00 Design 473.37 1.37 8.58 3.41 Top of Road Elevation, It 488 Design 0 0.00 3.00 Check 473.16 1.16 7.84 2.90 Length of Road, ft 1000 heck 0 0.00 0.0400 Max. 473.82 1.82 10.02 4.54 ax, 0 0.00 Distance I I I I I I Elevation q TECHNICAL FOOTNOTES: (1) USE Q/NB FOR BOX CULVERTS (4) ELhi = HWi + ELi (INVERT OF INLET CONTROL SECTION) (6) ho = TW or (dc + D/2) (WHICHEVER IS GREATER) (2) HWi/D = HW/D OR HWi/D FROM DESIGN CHARTS (5) TW BASED ON DOWNSTREAM CONTROL OR FLOW (7) H = [1 + ke + (29n2L)/Rt sslv2/2g (3) FALL = HWI - (ELHWd - ELsf); FALL IS ZERO FOR CULVERTS ON GRADE DEPTH IN CHANNEL SUBSCRIPT DEFINITIONS: COMMENTS / DISCUSSION: CULVERT BARREL SELECTED HWd DESIGN HEADWATER i INLET SIZE: n: HWi HW IN INLET CONTROL o OUTLET SHAPE: MATERIAL: HWo HW IN OUTLET CONTROL sf Streambed ENTRANCE: @ culvert face CULVERTSOFT by ENSOFTEC, INC. PROJECT UYAF Lewis and Clark ExL SHEET UNITS OF ENGLISH CULVERT DESIGNER: REVIEWER: DESIGN FORM LD-269 DATE: 9/17/2018 DATE: ROAD COUNTY Albemarle (Zone 1) CULVERT 3 VA NOAA Station Charlottesville HYDROLOGICAL DATA Method: RATIONAL Drainage Area: 12.51 Acres Time of Concentration 15.131 Minutes DESIGN FLOWS Shldr. Elsf= Eli= Lr S= SKEW-- Elev. Lt. ELHWd= 529.23 0.00 It 526.00 ft 136.87 ft 3.29% 00 Roadway Width 105 ft ROADWAY ELEVATION 531.00 It It ft -------- 7 ------------------------------------------------------------ i I!w "---- Sueam Bed "'------------- -- - � DEPRESSION 0 in. `"'- -- "n" Bed 0.013 Elo= Road Length 1000 Freeboard= Shldr. Elev. Rt. -- H10 TW DEPTH TW TW VEL. Channel lnv.EL 521.50 ft Suface Type PAVED #VALUE! ft It 0.53 ft 6.87 fps 521.50 ft R.I. (years) FLOW (cfs) Design 21.83 2 Check 16.56 100 Max. 36.47 CULVERT DESCRIPTION: TYPE: Single/Multiple Conforming Inlet Edge Description: Square edge w/headwall TOTAL FLOW Q cfs FLOW PER BARREL Q/N cfs HEADWATER CALCULATIONS CONTROL HEADWATER ELEV ft OUTLET VEL fps MINIMUM SHOULDER ELEV. ft COMMENTS INLET CONTROL OUTLET CONTROL Single / Multiple Conforming / Broken Back Culverts Hwi/D HWi ft FALL ft ELHWi ft TW ft do ft (dc+D)/2 ft ho ft ke H it ELHWo ft MATERIAL SHAPE Size (in) N Mannings n Concrete Circular 24 1 0.01 21.83 21.8 1.62 3.23 0.00 529.23 0.53 1.67 1.84 1.83 0.50 2.39 525.73 529.23 13.26 16.56 16.6 1.20 2.41 0.00 528.41 0.45 1.47 1.74 1.73 0.50 1.38 524.61 528.41 12.35 36.47 36.5 2.51 5.02 0.00 531.02 0.10 1.93 1.97 1.97 0.50 6.68 530.14 531.02 9.57 Broken Back Culvert TAILWATER DATA: TAILWATER RESULTS: ROADWAY DATA: ROADWAY OVERTOPPING: LENGTH Elev. SKEW ° Channel Shape Trapezoidal " = 0.035 Discharge cfs Elevation ft Flow ft Velocity fps Shear force PSF Roadway Width, , It DischargeOvertopping Discharge cfs Discharge CTS Overtopping Elevation ft Bottom Width, It Side Slope Lt: (HA V) Side Slope Rt: (HA V) Channel Slope, ft/ft 5.00 Surface Type PAVED 2.00 Design 522.03 0.53 6.87 2.63 Top of Road Elevation, It 531 Design 0 0.00 2.00 Check 521.95 0.45 6.28 2.24 Length of Road, ft 1000 heck 0 0.00 0.0800 Max. 522.20 0.70 8.10 3.51 ax, 6 531.02 Distance I I I I I I Elevation q TECHNICAL FOOTNOTES: (1) USE Q/NB FOR BOX CULVERTS (4) ELhi = HWi + ELi (INVERT OF INLET CONTROL SECTION) (6) ho = TW or (dc + D/2) (WHICHEVER IS GREATER) (2) HWi/D = HW/D OR HWi/D FROM DESIGN CHARTS (5) TW BASED ON DOWNSTREAM CONTROL OR FLOW (7) H = [1 + ke + (29n2L)/Rt sslv2/2g (3) FALL = HWI - (ELHWd - ELsf); FALL IS ZERO FOR CULVERTS ON GRADE DEPTH IN CHANNEL SUBSCRIPT DEFINITIONS: COMMENTS / DISCUSSION: CULVERT BARREL SELECTED HWd DESIGN HEADWATER i INLET SIZE: n: HWi HW IN INLET CONTROL o OUTLET SHAPE: MATERIAL: HWo HW IN OUTLET CONTROL sf Streambed ENTRANCE: @ culvert face CULVERTSOFT by ENSOFTEC, INC.