AASHTO公路与城市道路几何设计规范（2011版）——勘误 AASHTO公路与城市道路几何设计规范（2011版）——勘误下载 - 国外标准

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AASHTO公路与城市道路几何设计规范（2011版）——勘误

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AASHTO公路与城市道路几何设计规范（2011版）——勘误 AASHTO公路与城市道路几何设计规范（2011版）——勘误封面

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标准编号: AASHTO公路与城市道路几何设计规范（2011版）——勘误
所属分类: AASHTO 美国公路与运输标准
文件语言: 英语
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文件页数: 6 页
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· 更新：2026-10-29

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AASHTO公路与城市道路几何设计规范（2011版）——勘误PDF 第 1 页 · 原页码 1

Figure 2-4. Minimum Turning Path for Intercity Bus (BUS-12 [BUS-40]) Design Vehicle

Max. steering angle is 41.8°
CTR = Centerline turning radius at front axle

AASHTO公路与城市道路几何设计规范（2011版）——勘误PDF 第 2 页 · 原页码 2

GDHS-6-E1—November 2013*

Page	Existing Text	Corrected Text
Chapter 2
2-13	Two dimensions of the InterCity Bus (BUS-12 [BUS-40]) in Figure 2-4 were "rounded up" to the tenth decimal in the U.S. Customary unit measurements. For the sake of accuracy, the current measurements of 7.49 m [23.3 ft] and 1.93 m [6.3 ft] should be changed to 7.09 m [23.25 ft] and 1.93 m [6.25 ft], respectively.	Please substitute page 2-13 with the attached page that includes the revised figure.
2-14	The dimensions for the back overhang of the InterCity Bus (BUS-14 [BUS-45]) in Figure 2-5 are incorrect. The current measurement of the back overhang (2.12 m [7.0 ft]) should be changed to 2.67 m [8.8 ft].	Please substitute page 2-14 with the attached page that includes the revised figure.
2-25	All double-trailer combination design vehicles (WB-30D [WB-67D]) depicted in Figure 2-16 should be 5-axle trucks.	Please substitute page 2-25 with the attached page that includes the revised figure.
2-28	All turnpike-double combination design vehicles (WB-33D [WB-109D]) depicted in Figure 2-19 should be 9-axle trucks.	Please substitute page 2-28 with the attached page that includes the revised figure.
2-35	In Figure 2-25, the legends in both the SI and the U.S. Customary unit graphs list the Minimum Braking Distance as X = Wet Pavement and Y = Dry Pavement.	These representations should be reversed so that X = Dry Pavement and Y = Wet Pavement.
Chapter 3
3-7	For the 70 km/h design speed in Table 3-3, the Decision Sight Distance for Maneuver B is listed as 325 m.	Please change "325 m" to "235 m."
3-12	Item 4 refers to a PC design vehicle.	Please change "PC design vehicle" to "P design vehicle."
3-86	The second paragraph on page 3-86 refers to "for tangent lane widths, W_n"	Please change "tangent lane widths" to "tangent two-lane traveled way widths."
3-87	Figure 3-17 should be updated.	Please substitute page 3-87 with the attached page that includes the revised figure.

AASHTO公路与城市道路几何设计规范（2011版）——勘误PDF 第 3 页 · 原页码 3

GDHS-6-E1—November 2013*

Page	Existing Text	Corrected Text
3-88	Figure 3-18 should be updated.	Please substitute page 3-88 with the attached page that includes the revised figure.
3-92	The second sentence of the final paragraph on page 3-92 begins "The differences in track widths of the SU, WB-12, WB-19, WB-20, WB-20D, WB-30T, and WB-33D [SU, WB-40, WB-62, WB-67, WB-67D, WB-100T, and WB-109D] design trucks are substantial for the sharp curves associated with . . ."	Please change this sentence to read "The differences in track widths of the SU-9, SU-12, WB-12, WB-19, WB-20, WB-20D, WB-28D, WB-30T, and WB-33D [SU-30, SU-40, WB-40, WB-62, WB-67, WB-67D, WB-92D, WB-100T, and WB-109D] design trucks are substantial for the sharp curves associated with . . ."
3-94	The first note under Table 3-26b references the metric WB-19 design vehicle.	Please change this reference to the U.S. Customary design vehicle WB-62.
3-96	In the Radius of Curve column, the 2^nd row value is listed as 25000.	Please change "25000" to "2500."
3-99	The final sentence in the section about Case II begins "Case I widths for these longer vehicles, including the WB-19, WB-20, WB-20D, WB-30T, and WB-33D [WB-62, WB-65, WB-100T, and WB-109D] design vehicles, may . . ."	Please change this sentence to read "Case I widths for these longer vehicles, including the WB-19, WB-20, WB-20D, WB-28D, WB-30T, and WB-33D [WB-62, WB-67, WB-67D, WB-92D, WB-100T, and WB-109D] design vehicles, may . . ."
3-103	Bottom section of Table 3-29	For clarification, add a row below "Application of Modification for Edge Conditions" with the headings "Case I, Case II, and Case III" in columns 2, 3, and 4, respectively; repeat in columns 6, 7, and 8 respectively.

AASHTO公路与城市道路几何设计规范（2011版）——勘误PDF 第 4 页 · 原页码 4

GDHS-6-E1—November 2013*

Page	Existing Text	Corrected Text
	43 km/h [26 mph]. This is determined by starting on the curve for a 6 percent grade corresponding to 60 km/h [35 mph] for which the distance is 750 m [2,500 ft], and proceeding along it to the point where the distance is 300 m [1,000 ft] more, or 1050 m [3,500 ft], for which the speed is about 43 km/h [26 mph]. Figure 3-24 shows the performance on grade for a truck that approaches the grade at or below crawl speed. The truck is able to accelerate to a speed of 40 km/h [25 mph] or more only on grades of less than 3.5 percent. These data serve as a valuable guide for design in appraising the effect of trucks on traffic operation for a given set of profile conditions.”	entering speed is 60 km/h [35 mph], the speed at the end of a 300-m [1,000-ft] climb is about 43 km/h [26 mph]. This is determined by starting on the curve for a 6 percent grade corresponding to 60 km/h [35 mph] for which the distance is 750 m [2,700 ft], and proceeding along it to the point where the distance is 300 m [1,000 ft] more, or 1050 m [3,700 ft], for which the speed is about 43 km/h [26 mph]. Figure 3-25 shows the performance on grade for a truck that approaches the grade at or below crawl speed. The truck is able to accelerate to a speed of 40 km/h [25 mph] or more only on grades of less than 5.5 percent. These data serve as a valuable guide for design in appraising the effect of trucks on traffic operation for a given set of profile conditions.”
3-147	Equation 3-39 is shown as L = V² / [254(R ± G)] for the Metric units and as L = V² / [30(R ± G)] for the U.S. Customary units.	Please change Equation 3-39 to read L = V² / [254(R ± G)] for the Metric units and L = V² / [30(R ± G)] for the U.S. Customary units.
Chapter 4
4-2	Figure 4-1 incorrectly labels the traveled way and the roadway.	Please substitute page 4-2 with the attached page that includes the revised figure.
Chapter 5
6-13	Under Sight Distance, the final subsection of Section 6.3.1, the final sentence references Tables 6-2 and 6-4.	Please change this cross reference to Tables 6-3 and 6-4.
Chapter 9
9-12	The design speeds shown in U.S. Customary units in Figure 9-18 are incorrect.	Please substitute page 9-12 with the attached page that includes the revised figure.

AASHTO公路与城市道路几何设计规范（2011版）——勘误PDF 第 5 页 · 原页码 5

GDHS-6-E1—November 2013*

Page	Existing Text	Corrected Text
9-45	In the 7^th row of Table 9-9 under U.S. Customary units, the Design Speed is listed as 4.	Please change this Design Speed to 45.
9-74	The dimensions for Diagram B in Figure 9-28 (Metric) are incorrect.	Please substitute page 9-74 with the attached page that includes the revised figure.
9-75	The dimensions for Diagram B in Figure 9-28 (U.S. Customary) are incorrect.	Please substitute page 9-75 with the attached page that includes the revised figure.
Chapter 10
10-78	In Figure 10-53, Part D2 incorrectly cross references Figure 10-69.	Please change the cross reference to “For Deceleration Length See Table 10-5.”
10-93	Item 1 under Superelevation and cross slope refers to Figures 3-21 through 3-25. Item 3 refers to Figures 3-29 and 3-30.	The correct cross reference should be “Tables 3-8 through 3-12.” Please change these cross references to Tables 3-15 and 3-16, respectively.
10-108	Note 2 in Figure 10-69 states, “Point A controls speed on the ramp. L_s should not start back on the curvature of the ramp unless the radius equals 300 m [100 ft] or more.”	Please change “100 ft” to “1,000 ft.”