1、 David Bernhardt, P.E., President Commissioner, Maine Department of Transportation Bud Wright, Executive Director 444 North Capitol Street NW, Suite 249 , Washington, DC 20001(202) 624-5800 Fax: (202) 624-5806 www.transportation.org ERRATA for Guide for the Development of Bicycle Facilities, 4th Edi
2、tion (GBF-4) February 2017 TO: AASHTO Members FROM: Erin Grady, Director AASHTO Publications Production RE: February 2013 and 2017 Erratum to the Guide for the Development of Bicycle Facilities, 4 thEdition AASHTO has issued an errata that includes technical revisions to the Guide for the Developmen
3、t of Bicycle Facilities, 4th Edition. To ensure that your editions are accurate and current, we are providing you with the attached summary of the errata changes, as well as the revised pages to which they apply. Those items with a green header are from the 2017 Errata, those items with a red header
4、 are from the 2013 Errata. Following the summary pages, you will find the replacement pages that include all revisions to be inserted into your book. Should you need additional copies of the errata, you can download them free of charge on the AASHTO Online Bookstore at the following URL: http:/downl
5、oads.transportation.org/GBF-4-Errata.pdf We apologize for any inconvenience. Please feel free to contact us if you have questions or need any additional information. Thank you. Summary of Errata Changes, GBF-4 February 2017 5-21, 5-22 Shaded area represents S L Revise to read: Shaded area represents
6、 S L Summary of Errata Changes, GBF-4 February 2013 Page Existing Text Corrected Text Chapter 3 3-4 Table 3-2 in Row 1, Typical Upright Adult Cyclists, Feature column reads: Value Feature U.S. Customary Metric Deceleration rate (dry level pavement) 0.16 ft/s 24 . 8 m / s 2Deceleration rate for wet c
7、onditions (5080% reduction in efficiency) 8.010.0 ft/s 22.43.0 m/s 2Revise to read: Value Feature U.S. Customary Metric Deceleration rate (dry level pavement) 810 ft/s 22.43 m/s 2Deceleration rate for wet conditions (5080% reduction in efficiency) 25 ft/s 20.61.5 m/s 2Add new sixth row to read: Valu
8、e Feature U.S. Customary Metric Coefficient of friction for braking, wet level pavement 0.16 0.16 Summary of Errata Changes, GBF-4 February 2013 Page Existing Text Corrected Text Chapter 5 5-7 Figure 5-3 top illustration, the drop dimension reads: Drop is 6 ft 1(.8 m) Revise to read: Drop is 6 ft (1
9、.8 m) 5-20 Table 5-5 top formulas for U.S. Customary and Metric read: Revise to read: 2 12 200 2 hh SLLS A 2 12 200 when 2 hh SLLS A The bottom formulas for U.S. Customary and Metric read: Revise to read: 2 2 11 2 100 2 2 AS SLLS hh 2 2 11 when 100 2 2 AS L hh 5-21, 5-22 Figure 5-8, the notes at the
10、 bottom of the U.S. Customary and Metric tables read: Shaded area represents S = L The Metric cell for A = 5 and S = 55 (i.e., value = 54) reads: 54 Revise to read: Shaded area represents S L Revise to read: 54 without shading 5-23 Table 5-6, the bottom formulas for U.S. Customary and Metric read: 1
11、 1c o s 28.65 RR H S O HSO R Revise to read: 1 cos 28.65 RR H S O S R 5-36 Table 5-8, the definition for term “a i ” for U.S. Customary and Metric reads: U.S. Customary a i= motorist deceleration rate (ft/s 2 ) in intersection approach when braking to a stop is not initiated (assume -5.0 ft/s 2 )Met
12、ric a i= motorist deceleration rate (m/s 2 ) in intersection approach when braking to a stop is not initiated (assume -1.5 m/s 2 )Revise to read: U.S. Customary a i= motorist deceleration rate (ft/s 2 ) on intersection approach when braking to a stop is not initiated (assume 5.0 ft/s 2 )Metric a i=
13、motorist deceleration rate (m/s 2 ) on intersection approach when braking to a stop is not initiated (assume 1.5 m/s 2 )Guide to Bicycle Facilities, 4th Edition 3-4 User Type Feature Dimension U.S. Customary Metric Recumbent bicyclist Physical length 82 in. 2.2 m Eye height 46 in. 1.2 m Tandem bicyc
14、list Physical length (typical dimension) 96 in. 2.4 m Bicyclist with child trailer Physical width 30 in. 0.75 m Physical length 117 in. 3.0 m Hand bicyclist Eye height 34 in. 0.9 m Inline skater Sweep width 60 in. 1.5 m As with bicycle dimensions, bicyclist performance can vary considerably based up
15、on operator ability and vehicle design. Table 3-2 lists various performance criteria for typical upright adult bicyclists as well as key performance criteria for other types of bicyclists (1), (4), (11). Bicyclist speeds vary based on age and ability and are a function of many factors, including bi-
16、 cyclist skill, bicyclist physical and cognitive abilities, bicycle design, traffic, lighting, wind condi- tions, transportation facility design, and terrain. Adults typically ride at 815 mph (1324 km/h) on level terrain, while children ride more slowly. Experienced, physically fit riders can ride u
17、p to 30 mph (50 km/h); very fit riders can ride at speeds in excess of 30 mph (50 km/h) but will typi- cally only ride at such speeds on roads. Table 3-2. Key Performance Criteria Bicyclist Type Feature Value U.S. Customary Metric Typical upright adult bicyclist Speed, paved level terrain 815 mph 13
18、24 km/h Speed, downhill 2030 plus mph 32-50 plus km/h Speed, uphill 512 mph 8-19 km/h Perception reaction time 1.02.5s 1.02.5s Acceleration rate 1.55.0 ft/s 2 0.51.5 m/s 2 Coefficient of friction for braking, wet level pavement 0.16 0.16 Coefficient of friction for braking, dry level pavement 0.32 0
19、.32 Deceleration rate (dry level pavement) 810 ft/s 2 2.43 m/s 2 Deceleration rate for wet conditions (5080% reduction in efficiency) 25 ft/s 2 0.61.5 m/s 2 Recumbent bicyclist Speed, level terrain 1118 mph 1829 km/h Acceleration rate 3.06.0 ft/s 2 1.01.8 m/s 2 Deceleration rate 10.013.0 ft/s 2 3.04
20、.0 m/s 2 Note: The speeds reported are for bicyclists on shared use paths. Experience suggests that maximum speeds on roadways can be considerably higher.Table 3-1. Key Dimensions (continued) 2012 by the American Association of State Highway and Transportation Officials. All rights reserved. Duplica
21、tion is a violation of applicable law.Chapter 5: Design of Shared Use Paths 5-7 SyRl SyRl SyRl Figure 5-3. Safety Rail Between Path and Adjacent Slope 2012 by the American Association of State Highway and Transportation Officials. All rights reserved. Duplication is a violation of applicable law.Gui
22、de to Bicycle Facilities, 4th Edition 5-20 Research indicates that, under dry conditions, the coefficient of friction of various other path us- ers range from 0.20 for inline skaters to 0.30 for recumbent bicyclists. If users with lower coeffi- cients of friction such as inline skaters or recumbent
23、bicyclists are expected to make up a relatively large percentage of path users, stopping sight distances should be increased. For two-way shared use paths, the sight distance in the descending direction, that is, where “G” is defined as negative, will control the design. Figure 5-8 is used to select
24、 the minimum length of vertical curve needed to provide minimum stopping sight distance at various speeds on crest vertical curves. The eye height of the typi- cal adult bicyclist is assumed to be 4.5 ft (1.4 m), and the object height is assumed to be 0 in. (0 mm) to recognize that impediments to bi
25、cycle travel exist at pavement level. The minimum length of vertical curve can also be calculated using the following equation as shown in Table 5-5. Table 5-5. Length of Crest Vertical Curve to Provide Sight Distance U.S. Customary Metric where: where: L = minimum length of vertical curve (ft) L =
26、minimum length of vertical curve (m) A = algebraic grade difference (percent) A = algebraic grade difference (percent) S = stopping sight distance (ft) S = stopping sight distance (m) h 1 = eye height (4.5 ft for a typical bicyclist) h 1 = eye height (1.4 m for a typical bicyclist) h 2 = object heig
27、ht (0 ft) h 2 = object height (0 m) 2012 by the American Association of State Highway and Transportation Officials. All rights reserved. Duplication is a violation of applicable law.Chapter 5: Design of Shared Use Paths 5-21 U.S. Customary A S = Stopping Sight Distance (ft) (%) 20 40 60 80 100 120 1
28、40 160 180 200 220 240 260 280 300 2 30 70 110 150 3 20 60 100 140 180 220 260 300 4 15 55 95 135 175 215 256 300 348 400 5 20 60 100 140 180 222 269 320 376 436 500 6 10 50 90 130 170 210 267 323 384 451 523 600 7 31 71 111 151 191 231 311 376 448 526 610 700 8 8 48 88 128 168 208 248 356 430 512 6
29、01 697 800 9 20 60 100 140 180 220 260 400 484 576 676 784 900 10 30 70 110 150 190 230 270 444 538 640 751 871 1000 11 38 78 118 158 198 238 278 489 592 704 826 958 1100 12 5 45 85 125 165 205 245 285 533 645 768 901 1045 1200 13 11 51 91 131 171 211 251 291 578 699 832 976 1132 1300 14 16 56 96 13
30、6 176 216 256 296 622 753 896 1052 1220 1400 15 20 60 100 140 180 220 260 300 667 807 960 1127 1307 1500 16 24 64 104 144 184 224 264 304 711 860 1024 1202 1394 1600 17 27 67 107 147 187 227 267 307 756 914 1088 1277 1481 1700 18 30 70 110 150 190 230 270 310 800 968 1152 1352 1568 1800 19 33 73 113
31、 153 193 233 273 313 844 1022 1216 1427 1655 1900 20 35 75 115 155 195 235 275 315 889 1076 1280 1502 1742 2000 21 37 77 117 157 197 237 277 317 933 1129 1344 1577 1829 2100 22 39 79 119 159 199 239 279 319 978 1183 1408 1652 1916 2200 23 41 81 121 161 201 241 281 321 1022 1237 1472 1728 2004 2300 2
32、4 3 43 83 123 163 203 243 283 323 1067 1291 1536 1803 2091 2400 25 4 44 84 124 164 204 244 284 324 1111 1344 1600 1878 2178 2500 Shaded area represents S L Minimum length of vertical curve = 3 ft Figure 5-8. Minimum Length of Crest Vertical Curve Based on Stopping Sight Distance 2012 by the American
33、 Association of State Highway and Transportation Officials. All rights reserved. Duplication is a violation of applicable law.Guide for the Development of Bicycle Facilities, Fourth Edition 5-22 Metric A S = Stopping Sight Distance (m) (%) 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 2
34、10 20 30 40 50 60 3 7 17 27 37 47 57 67 77 87 97 107 4 0 10 20 30 40 50 60 70 80 91 103 116 129 143 5 4 14 24 34 44 54 64 75 88 100 114 129 145 161 179 6 3 13 23 33 43 54 65 77 91 105 121 137 155 174 193 214 7 10 20 30 40 51 63 76 90 106 123 141 160 181 203 226 250 8 5 15 25 35 46 58 71 86 103 121 1
35、40 161 183 206 231 258 286 9 9 19 29 39 51 65 80 97 116 136 158 181 206 232 260 290 321 10 2 12 22 32 44 57 72 89 108 129 151 175 201 229 258 289 322 357 11 5 15 25 35 48 63 80 98 119 141 166 193 221 251 284 318 355 393 12 7 17 27 39 53 69 87 107 130 154 181 210 241 274 310 347 387 429 13 8 18 29 42
36、 57 74 94 116 140 167 196 228 261 297 335 376 419 464 14 10 20 31 45 61 80 101 125 151 180 211 245 281 320 361 405 451 500 15 1 11 21 33 48 66 86 108 134 162 193 226 263 301 343 387 434 483 536 16 3 13 23 36 51 70 91 116 143 173 206 241 280 321 366 413 463 516 571 17 4 14 24 38 55 74 97 123 152 184
37、219 257 298 342 389 439 492 548 607 18 4 14 26 40 58 79 103 130 161 194 231 272 315 362 411 464 521 580 643 19 5 15 27 42 61 83 109 137 170 205 244 287 333 382 434 490 550 612 679 20 6 16 29 45 64 88 114 145 179 216 257 302 350 402 457 516 579 645 714 21 7 17 30 47 68 92 120 152 188 227 270 317 368
38、422 480 542 608 677 750 22 7 18 31 49 71 96 126 159 196 238 283 332 385 442 503 568 636 709 786 23 8 18 33 51 74 101 131 166 205 248 296 347 403 462 526 593 665 741 821 24 8 19 34 54 77 105 137 174 214 259 309 362 420 482 549 619 694 774 857 25 9 20 36 56 80 109 143 181 223 270 321 377 438 502 571 6
39、45 723 806 893 Shaded area represents S L Minimum length of vertical curve = 1 m Figure 5-8. Minimum Length of Crest Vertical Curve Based on Stopping Sight Distance (continued) Other path users such as child bicyclists, hand bicyclists, recumbent bicyclists, and others have lower eye heights than a
40、typical adult bicyclist. Eye heights are approximately 2.6 ft (0.85 m) for hand bicyclists and 3.9 ft (1.2 m) for recumbent bicyclists. When compared to the eye heights of typical bicyclists, these lower eye heights limit sight distance over crest vertical curves. However, since most hand bicyclists
41、 and child bicyclists travel slower than typical adult bicyclists, their needs are met by using the values in Figure 5-8. Recumbent bicyclists generally travel faster than typical upright bicyclists, so if they are expected to make up a relatively large percentage of path users, crest vertical curve
42、 lengths should be increased accordingly (operating characteristics of recumbent bicyclists are found in Chapter 3). Figures 5-9, 5-10, and Table 5-6 indicate the minimum clearance that should be used for line-of- sight obstructions for horizontal curves. The lateral clearance (horizontal sight line
43、 offset or HSO) is obtained by using the table in Figure 5-9 with the stopping sight distance (Figure 5-6) and the proposed horizontal radius of curvature. Path users typically travel side-by-side on shared use paths. On narrow paths, bicyclists have a tendency to ride near the middle of the path. F
44、or these reasons, and because of the higher likeli- 2012 by the American Association of State Highway and Transportation Officials. All rights reserved. Duplication is a violation of applicable law.Chapter 5: Design of Shared Use Paths 5-23 hood for crashes on curves, lateral clearances on horizonta
45、l curves should be calculated based on the sum of the stopping sight distances for path users traveling in opposite directions around the curve. Where this is not practical, consideration should be given to widening the path through the curve, installing a yellow center line stripe, installing turn
46、or curve warning signs (W1 series) in accordance with the MUTCD (7), or a combination of these alternatives. See Sections 5.4.1 and 5.4.2 for more information about center line pavement markings and signs. Figure 5-9. Diagram Illustrating Components for Determining Horizontal Sight Distance Table 5-
47、6. Horizontal Sight Distance U.S. Customary Metric where: where: S = stopping sight distance (ft) S = stopping sight distance (m) R = radius of centerline of lane (ft) R = radius of centerline of lane (m) HSO = horizontal sightline offset, distance from centerline of lane to obstruction (ft) HSO = h
48、orizontal sightline offset, distance from centerline of lane to obstruction (m) Note: Angle is expressed in degrees; line of sight is 2.3 ft above centerline of inside lane at point of obstruction. Note: Angle is expressed in degrees; line of sight is 0.7 m above centerline of inside lane at point of obstruction. 2012 by the American Association of State Highway and Transportation Officials. All rights reser
