CASE 1 2 (0.6m) Joint Line See sheet #5 for description of variables 4 (1.2m) Transition taper is tangent to Edge of Pavement curve at this point. 1:25 Paved shoulder transition 16 (4.m) Median width 16 (4.m) GEOMETRIC DESIGN GUIDE FOR BY: Michigan Department of Transportation ENGINEER OF DELIVERY TRAFFIC AND SAFETY DRAWN BY: ECH BY: TWO LANE TO FOUR LANE DIVIDED TRANSITION CHECKED BY: IRG/JAT ENGINEER OF DEVELOPMENT 06/03/2010 SHEET 1 OF5
Median width 16 (4.9m) 4 (1.2m) CURVE 1 Joint line 2 (0.6m) See sheet #5 for description of variables 3 sec x 1.47 Design Speed (mph) desirable 3 sec x 0.27 Design Speed (kph) desirable other distances may be required based on physical constraints CASE 2 1:25 Paved shoulder transition 2 OF 5
DESIGN SPEED 50 40 MEDIAN WIDTHS DELTA 6^41 6^19 5^4 5^23 4^4 4^19 3^49 7^3 7^ 6^31 6^00 5^15 4^40 4^02 ^50 ^19 7^32 6^57 6^04 5^ 4^40 10^ 9^44 ^50 ^09 7^0 6^ D1 R1 T1 4.06 4.54 37.00 359.15.19 27.91 254.54 327.63 30. 279.59 257.3.16 200. 172.93 5.03 277.71 251.47 231.95 202.41.13 155.64 259. 243.92 2.47 204.09 17.56 15.91 137.61 L1 91. 2.22 773.33 717.7 640.00 575.56 50.9 654. 615.71 55.57 5. 450.00 400.00 345.71 5.9 554.44 502.22 3.33 404.44 3.00 3. 517.50 46.67 441.67 407.50 356.67 317.50 275.00 R2 D2 L2 445.56 4. 36.67 35.9.00 27.7 254.44 2.10 205.24 6.19 171.43 150.00 133.33 5.24 1.61 151. 1.97 1. 0.30 9.. 13.00 1.7 7.7 10.67 95..67 73.33 E2 6.51 5.1 4.90 4.22 3.35 2.71 2.12 3.64 3.22 2.65 2.25 1.72 1. 1.01 3.10 2.75 2. 1.92 1. 1.16 0.6 3.13 2.76 2.2 1. 1.4 1.17 0. 310.44 312.95 310.10 313.9 30. 312.13 309.25 4.3 420.69 420.22 422.17 4.09 4.50 423.42 6.9 5.56 6.43 5.93 6. 5.0 7.31 305. 306.19 305.1 305.79 305.31 305.03 305.64 371.62 3.91 3.91 3.91 3.91 3.91 3.91 327.31 23.19 1007.01 975.65 925.41 91.39 33.61 7. 749.49 0. 6.91 22.90 799. 761.0 735.03 9.10 759.31 73.1 710.1 69.10 65.63 634.73 612.53 6. 6.62 4. 56.54 559.34 539.16 519.27 344.1 349.30 349.6 356.61 356. 5.27 9.35 451.50 452.6 455.47 4.44 4.0 4.66 40. 392.93 393. 396. 39.99 404.73 40.30 416.47 32.15 3. 331.6 334.01 337.52 341.20 347.37 524.75 420. 420. 420. 420. 420. 4. 42.63 371.12 376.64 3.33 325.12 T2 223.03 0.77 193.50 179.5 1.09 3.96 127.27 109. 102.75 93.20.79 75.05 66. 57.64 0. 75.74 6.5 63. 55.20 49.13 42.45 69.19 65.05 59.01 54.43 42.3.69 972. 939.51 6.03.95 7.97 741.9 69.53 0.62 25. 77. 761.15 7.27 66.03 652.3 733.57 7.45 60.56 656.2 6.00 592.42 563.52 624.20 6.30 579. 55.61 527.3 503.22 477.73 E1 13.01.62 9.0.44 6.71 5.42 4.24 10.92 9.67 7.95 6.74 5.16 4.0 3.04.3 10.0.27 7.04 5. 4.25 3.17.73 10.37.53 7. 5.56 4.40 3.30 *Note all distances are in feet and speeds in mph. Values are based on a 12 lane width. CURVE 1 DATA CURVE 2 DATA CASE 1 DATA CASE 2 DATA 3 5 PW RD TS Geo/mdot traf.dgn OF FILE:
CURVE 1 DATA CURVE 2 DATA CASE 1 DATA CASE 2 DATA 4 5 DESIGN SPEED 120 100 0 MEDIAN WIDTHS DELTA 6^33 6^13 5^ 5^12 4^39 4^12 3^42 7^32 7^05 6^19 5^49 5^06 4^32 3^56 ^51 ^ 7^27 6^53 6^04 5^ 4^42 10^43 10^07 9^04 ^23 7^25 6^3 5^4 R1 *Note all distances are in meters and speeds in kph. Values are based on a 3.6m lane width. T1 137.33 130.33 7.3 10.9 97.44.00 77.52 9.75 92. 2.77 76. 66.0 59.37 51.51 92.6 7. 7.13 72.17 63.59 56.59 49.25.41 79.66 71. 65.96 5.33 52.16 45.59 L1 274.37 0.40 234.57 7.2 1.7 175.93 154.99 197.22 1.44 165.37 152.2 133.52 1.6 102.97 1.35 174. 156.03 4.16 127.06 3.10 9.44 16.34 15.91 2.42 131.69 6.50 104.20 91. E1 3.93 3.54 2.7 2.47 1.9 1.61 1.25 3.25 2.7 2.2 1.93 1.49 1.17 0. 3.59 3.19 2.54 2.17 1.6 1.33 1.01 3.95 3.52 2.2 2.41 1.9 1.51 1.15 R2 T2 6.67 65.16 5.69 54.49 4.72 44.00 3.76 32.92 30.95 27.59 25.40 22.27 19.79 17.17 27.0 25.55 22.79.05.55 16.51. 23.45 22.13 19.2.32 16.20.49 12.66 L2 137. 130.20 7. 10.91 97.39 7.96 77.49 65.74 61.1 55.12 50.76 44.51 39.56 34.32 54.06 51.01 45.51 42.05 37.06 32.99 2.71.76 44. 39.56.5 32. 2. 25.31 E2 1.96 1.77 1.43 1.24 0.99 0.1 0.63 1.0 0.96 0.76 0.64 0.50 0.39 0. 1.05 0.93 0.74 0.63 0.49 0.39 0. 1.10 0.9 0.7 0.67 0.52 0.42 0.32 304.3 3.77 275.37 3.72 245.9 231.50 6.49 4.66 257.52 243.91 235.59 224.10 2.41 203.61 224.79 2.02 206.4 19.1. 179. 1. 1. 179.34 169.20 162.6 153.64 1. 137.3 100.3 100.01 100.62 101.33 100.54 100. 100.67 135. 135.72 135.04 135. 135.92 135.92 135.42 107.55 107. 107.32 107.04 107.10 107.55 107.25 0. 0.39 0.16 0.33 0.40 0.52 0.2 315.2 304.79 27.61 276.90 0.65 247. 235.05 273.74 7. 254.75 247.37 237.54 2.55 2.07 232.50 2.20 5.65 20.75 199.47 192.54 1. 191.2 6.07 176.72 171.00 162.6 156.50 9.64 1.35 1.09 2.92 1.57 5.34 6.50 9. 4.45 5.45 5.95 7.05 9.41 151.10 152.91 5.35 5.47 6.5 7.05 1. 120.30 1.90 6.1 7.22 7.77.56 9. 90.91 92.15 161. 127.62 130.17 3.9 5.0 9. PW RD TS Geo/mdot traf.dgn OF FILE:
DESCRIION OF VARIABLES = length of 2 to 1 transition = distance from of curve 1 to of curve 2 (case 1) = distance from of curve 1 to of curve 2 (case 2) = tangent distance along the curve to the 2 (0.6m) point (case 1) = tangent distance along the curve to the 2 (0.6m) point (case 2) = distance from transitioning pavement widths = distance into curve 1 from that is required such that transition taper is tangent to the curve = distance between curve 1 and curve 2 (case 1) = distance between curve 1 and curve 2 (case 2) NOTES: 1. Provide the driver with sight distance along the full length of the 2 to 4 lane transition. 2. Full paved shoulders should be used along lane drop tapers. Use a 1:25 taper transition where it joins the normal median shoulder width. 3. The data provided in the tables are examples of typical situations. For combinations of design speeds, lane widths, median widths, and curve data not given in the table, the designer should interpolate a delta value (}) using median widths and calculate the remaining values. 4. If the lane drop is on a curve, plot offsets for taper and connect with appropriate curve. Design lane drops on tangent alignment if possible. 5. Spirals should be used on new alignments based on the design speed of the curve and the radius as shown in the table of the Road Standard Plan R-107-Series. 6. The cross slope in the gore area between the 2 (0.6m) point and the 22 (6.6m) point should not exceed %, with a 6% maximum algebraic difference in grades between the gore and the adjacent paved shoulder. 7. The design speed of the vertical alignment should meet or exceed the design speed of the horizontal alignment.. Each transition should be designed to provide decision sight distance at its merge points. See Geometric Design Guide GEO-300-Series. 9. Current AASHTO "A Policy on Geometric Design of Highways and Streets" and MDOT Guidelines should be used for sight distance requirements. 10. These design concepts are for new construction. Where modification may be needed for retrofitting to existing road features, consult the Geometric Review and Congestion Analysis Unit of the Division of Operations. 5 OF 5