AASHTO HB-2002 Standard Specifications for Highway Bridges (Revision 17 Errata 01 2003 Errata 03 2005)《公路桥梁标准规范.修改件17.勘误表 01 2003 勘误表 03 2005》.pdf

1、 Jack Lettiere, Jr., President Commissioner New Jersey Department of Transportation American Association of State Highway and John Horsley Transportation Officials Executive Director Executive Office: 444 N. Capitol St., N.W., Suite 249, Washington, D.C. 20001 Telephone (202) 624-5800 Telefax (202)

2、624-5806 Telex 49000095800 HTO ERRATA Dear Customer: Due to errors found after the publication had been completed, AASHTO has reprinted the pages listed below and made the following errata changes to the Standard Specifications for Highway Bridges, 17th Edition: Page No(s). Affected Article Errata C

3、hange Front Matter p. lxxiii/p. lxxiv Contents Add “Figure 4.12.3.2.1-1 Location of Equivalent Footing after Duncan and Buchignami (1976)104.1” to the list of figures p. lxxxiii/p. lxxxiv Contents Add the following paragraph: “As referenced in Section 4.12.3.3.7b and 4.13.2, the following figures ha

4、ve been reprinted from the 1993 Commentary of the 1993 Interims to the Standard Specifications for Highway Bridges:” Add “Figure C4.12.3.7.2-1 Uplift of Group of Closely-Spaced Piles in Cohesionless Soils104.2” directly below Commentary references Add “Figure C4.12.3.7.2-2 Uplift of Group of Piles i

5、n Cohesive Soils after Tomlinson (1987)104.2” directly below Commentary references Add “Figure C4.13.3.3.4-1 Elastic Settlement Influence Factor as a Function of Embedment Ratio and Modulus Ratio after Donald, Sloan, and Chiu, 1980, as presented by Reese and ONeill (1988)104.2” directly below Commen

6、tary references Add “Figure C4.13.3.3.4-4 Bearing Capacity Coefficient, Kspafter Canadian Geotechnical Society (1985)104.2” directly below Commentary references Division I Design p. 17/p.18 Article 3.1 Reference to “Figure 3.7.3A” should read “Figure 3.7.7A” HB-17-E4 March 2005HB-17-E4 Cover Page 2

7、March 2005 Page No(s). Affected Article Errata Change p. 39/p. 40 Article 3.26.1.1 Reference to “Article 20.19.1” should read “Article 16.3.14” p. 53/p. 54 Article 4.4.7.1.1.4 Insert correct Figure 4.4.7.1.1.4A p. 95/p. 96 Article 4.11.2 Remove the letter “C” from the following references: “Article

8、C4.10.4” and “Article C4.11.4.1.1” p. 115/p. 116 Article 5.2.2.4 Reference to “1996 Commentary, Division 1A, Article 6, in particular Equation C6-10 of these specifications” should read “AASHTO LRFD Bridge Design Specifications, 2nd Edition” p. 157/p. 158 Article 5.8.7.1 Reference to “Article 8.5.4.

9、2” should read “Article 5.8.4.2” p. 239/p. 240 Article 9.20.3.2 Add missing square root symbol to “c4 f b d ” so that it reads “c4 f b d ” p. 249/p. 250 Article 9.28.1 Add the multiplier “1.6” so that the equation reads “*su se21.6 f f D3” p. 253/p. 254 Article 10.1.1 Reference to “Article 10.38.17”

10、 for notation Fv should read “Article 10.38.1.7” p. 255/p. 256 Article 10.1.1 Reference to “Article 10.53.1.4” for notation Vu should read “Article 10.53.3” p. 289/p. 290 Article 10.32.1 In Table 10.32.1A, “()2135,000,740KL / r” should read “()2135,008,740KL / r” p. 339/p. 340 Article 12.1.2 Remove

11、the following: “Cdl= dead load adjustment coefficient (Article 12.8.4.3.2)” Reference to “Article 12.8.4.3.3” for MdAshould read “Article 12.8.4.3.1” Reference to “Article 12.8.4.3.3” for MAAshould read “Article 12.8.4.3.2” Reference to “Articles 12.3.1 and 12.3.3” for should read “Articles 12.3.1,

12、12.3.3, 12.5.3.1, 12.6.1.3, and 12.8.4.2” p. 343/p. 344 Article 12.4.1.5 Reference to “Article 23.10Division II” should read “Division II, Article 26.6” p. 355/p. 356 Article 12.8.4.3 Three references to “Table 12.8.4D” should read “Table 12.8.4B” Article 12.8.4.3.1 Add “factored” in first paragraph

13、 before “crown and haunch dead load moments” Two references to “MDL” should read “MdA” HB-17-E4 Cover Page 3 March 2005 Page No(s). Affected Article Errata Change p. 355/p. 356 Article 12.8.4.3.1 Add “ ( )Dead load, load factor ” to end of Equation 12-12 Reference to “nominal” for MdAshould read “fa

14、ctored” Article 12.8.4.3.2 Add “factored” in first paragraph before “crown and haunch live load moments” p. 355/p. 356 Article 12.8.4.3.2 Two references to “MLL” should read “MAA” Add parentheses around “CAAK1S/K2” and “ ()Live load, load factor ” to end of Equation 12-13 Reference to “nominal” for

15、MAAshould read “factored” Article 12.8.4.3.3 Add “ ” to beginning of Equations 12-19 and 12-20 Article 12.8.4.33 Delete “Cdl” and “Cll” from Equation 12-19 Delete “Cdl” and “Cll” from Equation 12-20 Article 12.8.5 Reference to “Articles 23.3.1.4” should read “Division II,” p. 395/p. 396 Article 14.6

16、.5.2 Reference to “Figure 14.6.5.2-2” should read “Figure 14.6.5.2-1” Division IA Seismic Design p. 467/p. 468 Article 7.3.1 Reference to “Figure 5” should read “Figure 3.10” Division II Construction p. 509/p. 510 Article 6.4.3 Reference to “Article 10.3.1.4.3, Anchorage Devices with Distribution Pl

17、ates.” should read “Division I, Article 9.21.7.2, Bearing Strength. ” p. 561/p. 562 Article 10.10.2 Reference to “Article 10.5.1.4” should read “Article 10.5.1” p. 579/p. 580 Article 11.5.6.4.3 Reference to “7/8 inch” should read “7/8”; the last bullet should be a new paragraph, not a bullet. p. 631

18、/p. 632 Article 18.9.1 Reference to “Article 18.4.10” should read “Article 18.4.9” p. 665/p. 666 Article 26.5.4.1 Reference to “Figure 26.5.1D” should read “Figure 26.5.2D” p. 687/p. 688 Article 30.1.1 Reference to “Division I, Section 18” should read “Division I, Section 17” The following new pages

19、 have been added: p. 104.1/p. 104.2 Add Figure 4.12.3.2.1-1 Location of Equivalent Footing after Duncan and Buchignami (1976) to p. 104.1 Add the following paragraph: “As referenced in Section 4.12.3.3.7b and 4.13.2, the following figures have been reprinted from the 1993 Commentary of the 1993 Inte

20、rims to the Standard Specifications for Highway Bridges:” to p. 104.2 HB-17-E4 Cover Page 4 March 2005 p. 104.1/p. 104.2 Add Figure C4.12.3.7.2-1 Uplift of Group of Closely-Spaced Piles in Cohesionless Soils to p. 104.2 Add Figure C4.12.3.7.2-2 Uplift of Group of Piles in Cohesive Soils afterTomlins

21、on (1987) to p. 104.2 p. 104.1/p. 104.2 Add Figure C4.13.3.3.4-1 Elastic Settlement Influence Factor as aFunction fEmbedment Ratio and Modulus Ratio after Donald, Sloan, and Chiu, 1980, as presented by Reese and ONeill (1988) to p. 104.2 Add Figure C4.13.3.3.4-4 Bearing Capacity Coefficient, Kspafte

22、r Canadian Geotechnical Society (1985) to p. 104.2 Please substitute the original pages of text with the enclosed pages. We apologize for any inconvenience this may have caused. AASHTO Publications Staff Figure 3.7.6B Lane Loading . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

23、 . . . .23Figure 3.7.7A Standard HS Trucks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .24SECTION 4FOUNDATIONSFigure 4.4.3A Design Terminology for Spread Footing Foundations . . . . . . .48Figure 4.4.7.1.1.1A Definition Sketch for Loading and Dimensions for Footings Subjected t

24、o Eccentric or Inclined Loads, Modified after EPRI (1983) . . . . . . . . . . . . . . . . . . . . . . . . . .52Figure 4.4.7.1.1.1B Contact Pressure for Footing Loaded Eccentrically About One Axis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .52Figure 4.4.7.1.1.1C Contact Pre

25、ssure for Footing Loaded Eccentrically About Two Axes, Modified after AREA (1980) . . . . . . . . . .53Figure 4.4.7.1.1.4A Modified Bearing Capacity Factors for Footings on Sloping Ground, Modified after Meyerhof (1957) . . . . .54Figure 4.4.7.1.1.4B Modified Bearing Capacity Factors for Footing Adj

26、acentSloping Ground, Modified after Meyerhof (1957) . . . . . . . . .54Figure 4.4.7.1.1.6A Definition Sketch for Influence of Ground Water Table on Bearing Capacity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .55Figure 4.4.7.1.1.7A Typical Two-Layer Soil Profiles . . . . . . . . .

27、. . . . . . . . . . . . . . . .56Figure 4.4.7.1.1.7B Modified Bearing Capacity Factor for Two-Layer Cohesive Soil with Softer Soil Overlying Stiffer Soil, EPRI (1983) . .56Figure 4.4.7.1.1.8A Definition Sketch for Footing Base Inclination . . . . . . . . . . . .57Figure 4.4.7.2.1A Boussinesg Vertica

28、l Stress Contours for Continuous and Square Footings, Modified after Sowers (1979) . . . . . .58Figure 4.4.7.2.3A Typical Consolidation Compression Curve for Overconsolidated SoilVoid Ratio Versus Vertical Effective Stress, EPRI (1983) . . . . . . . . . . .60Figure 4.4.7.2.3B Typical Consolidation C

29、ompression Curve for Overconsolidated SoilVoid Strain Versus Vertical Effective Stress . . . . . . . . . . . . . . . . . . . . . . .60Figure 4.4.7.2.3C Reduction Factor to Account for Effects of Three-Dimensional Consolidation Settlement, EPRI (1983) . . . . .60Figure 4.4.7.2.3D Percentage of Consol

30、idation as a Function of Time Factor, T, EPRI (1983) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .61Figure 4.4.8.1.1A Allowable Contact Stress for Footings on Rock with TightDiscontinuities, Peck, et al. (1974) . . . . . . . . . . . . . . . . . . . . .62Figure 4.4.8.2.2A Relationship B

31、etween Elastic Modulus and UniaxialCompressive Strength for Intact Rock, Modified after Deere (1968) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .66Figure 4.5.4A Design Terminology for Driven Pile Foundations . . . . . . . . . .71Figure 4.6.3A Design Terminology for Drilled Sha

32、ft Foundations . . . . . . . . .81Figure 4.6.5.1.1A Identification of Portions of Drilled Shafts Neglected for Estimation of Drilled Shaft Side Resistance in Cohesive Soil, Reese and ONeill (1988) . . . . . . . . . . . . . .82Figure 4.6.5.3.1A Procedure for Estimating Average Unit Shear for Smooth W

33、all Rock-Socketed Shafts, Horvath et al. (1983) . . . . . . . .85Figure 4.6.5.5.1.1A Load Transfer in Side Resistance Versus Settlement Drilled Shafts in Cohesive Soil, after Reese and ONeill (1988) . . .87Figure 4.6.5.5.1.1B Load Transfer in Tip Bearing Settlement Drilled Shafts in Cohesive Soil, a

34、fter Reese and ONeill (1988) . . . . . . . . .87Figure 4.6.5.5.1.2A Load Transfer in Side Resistance Versus Settlement Drilled Shaftsin Cohesionless Soil, after Reese and ONeill (1988) . . . . . .88Figures CONTENTS lxxiiiFigure 4.6.5.5.1.2B Load Transfer in Tip Bearing Versus Settlement Drilled Shaf

35、tsin Cohesionless Soil, after Reese and ONeill (1988) . . . . . .88Figure 4.6.5.5.2A Influence Coefficient for Elastic Settlement of Rock-SocketedDrilled Shafts, Modified after Pells and Turner (1979) . . . .89Figure 4.6.5.5.2B Influence Coefficient for Elastic Uplift Displacement of Rock-Socketed D

36、rilled Shafts, Modified after Pells and Turner (1979) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .89Figure 4.12.3.2.1-1 Location of Equivalent Footing after Duncan and Buchignami(1976) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .104.1

37、Figure 5.2A Typical Mechanically Stabilized Earth Gravity Walls . . . . .112Figure 5.2B Typical Prefabricated Modular Gravity Walls . . . . . . . . . . .113Figure 5.2C Typical Rigid Gravity, Semi-Gravity Cantilever, NongravityCantilever, and Anchored Walls . . . . . . . . . . . . . . . . . . . . .11

38、4Figure 5.5.1A Terms Used in Design of Rigid Gravity and Semi-GravityRetaining Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .121Figure 5.5.2A Computational Procedures for Active Earth Pressures (Coulomb Analysis) . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

39、. .122Figure 5.5.2B Procedure to Determine Lateral Pressure Due to Point and Line Loads, Modified after Terzaghi (1954) . . . . . . . . . . . .123Figure 5.5.2C Computational Procedures for Passive Earth Pressures for Slop-ing Wall with Horizontal Backfill (Caquot and Kerisel Analy-sis), Modified aft

40、er U.S. Department of Navy (1982) . . . . . .124Figure 5.5.2D Computational Procedures for Passive Earth Pressures for Ver-tical Wall with Sloping Backfill (Caquot and Kerisel Analysis),Modified after U.S. Department of Navy (1982) . . . . . . . . .125Figure 5.5.5A Design Criteria for Rigid Retainin

41、g Walls, (Coulomb Analysis) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .127Figure 5.6.2A Simplified Earth Pressure Distributions for PermanentFlexible Cantilevered Walls with Discrete Vertical Wall Elements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

42、. .129Figure 5.6.2B Simplified Earth Pressure Distributions and Design Procedures for Permanent Flexible Cantilevered Walls with Continuous Vertical Wall Elements, Modified after Teng (1962) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .130Figure 5.6.2C Simplified Earth

43、Pressure Distributions for TemporaryFlexible Cantilevered Walls with Discrete Vertical WallElements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .130Figure 5.6.2D Simplified Earth Pressure Distributions for TemporaryFlexible Cantilevered Walls with Continuous Vertica

44、l Wall Elements, Modified after Teng (1962) . . . . . . . . . . . .131Figure 5.7.1A Typical Terms Used in Flexible Anchored Wall Design . . . .133Figure 5.7.2A Guidelines for Estimating Earth Pressure on Walls with Two or More Levels of Anchors Constructed from the Top Down, Modified after Terzaghi

45、and Peck (1967) . . . . . . . .134Figure 5.7.2B Settlement Profiles Behind Braced or Anchored Walls, Modified after Clough and ORourke (1990) . . . . . . . . . . .135Figure 5.8.1A MSE Wall Element Dimensions Needed for Design . . . . . . .139Figure 5.8.2A External Stability for Wall with Horizontal

46、Backslope and Traffic Surcharge . . . . . . . . . . . . . . . . . . . . . . . . . . . . .140Figure 5.8.2B External Stability for Wall with Sloping Backslope . . . . . . .141Figure 5.8.2C External Stability for Wall with Broken Backslope . . . . . . .142Figure 5.8.2D Overall and Compound Stability of

47、 Complex MSE Wall Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .143Figure 5.8.3A Calculation of Vertical Stress for Bearing Capacity Calculations (for Horizontal Backslope Condition) . . . . .144lxxiv CONTENTS FiguresSECTION 11STEEL STRUCTURESTable 11.4.3.3.2 Minim

48、um Cold-Bending Radii . . . . . . . . . . . . . . . . . . . . . . . .571Table 11.5A Required Fastener Tension Minimum Bolt Tension in Pounds . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .578Table 11.5B Nut Rotation from the Snug-Tight Condition Geometry of Outer Face

49、s of Bolted Parts . . . . . . . . . . . . . . . . . . . . . . .579Table 11.5C Untitled . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .582SECTION 13PAINTINGTable 13.2.1 Untitled . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .592SECTION 15CONCRETE BLOCK AND BRICK MASONRYTable 15.1 Grouting Limitations . . . . . . . . . . . . .