AASHTO GSBTW-1995 Guide Design Specifications for Bridge Temporary Works (Revision 1)《桥梁临时工程指南》.pdf

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1、COPYRIGHT American Association Of State Highway and Transportation OfficeLicensed by Information Handling ServicesAASHTO TITLE GDSBTW 95 H 0637804 0033664 509 9 COPYRIGHT American Association Of State Highway and Transportation OfficeLicensed by Information Handling ServicesAASHTB TITLE GDSBTW 75 Ob

2、39804 003Lbb5 445 American Association of State Highway and Transportation Officials Executive Cornmitttee 1994-1995 Voting Members OfJers: President: Wayne Shackelford, Georgia Vice President: Bill Bumett, Texas SecretaqdTreasurer: Clyde E. Pyers, Maryland Regional Representatives: Region I Patrick

3、 Garahan, Vermont Region II Ben Watts, Florida Region III Darre1 Rensink, Iowa Region IV Lany Bonine, Arizona Non-Voting Members Executive Director: Francis B. Francois, Washington, D.C. 11 COPYRIGHT American Association Of State Highway and Transportation OfficeLicensed by Information Handling Serv

4、icesAASHTQ TITLE GDSBTW 95 H Ob39804 0031bbb 381 H . AASHTO Highway Subcommittee on Bridges and Structures 1995 JAMES E. SIEBELS, COLORADO, Chairman G. CHARLES LEWIS, GEORGIA, Vice Chairman STANLEY GORDON, FEDERAL HIGHWAY ADMINISTRATION, Secretary ALABAMA, William F. Conway ALASKA, Steve Bradford, R

5、ay Shumway ARIZONA, William R. Bruesch, F. Daniel Davis ARKANSAS, Dale F. Loe CALIFORNIA, James E. Roberts COLORADO, A.J. Siccardi CONNECTICUT, Gordon Barton DELAWARE, Chao H. Hu D.C., Gary A. Burch, Charles F. Williams, Jacob Patnaik FLORIDA, Jerry Potter GEORGIA, Paul Liles HAWAII, Donald C. Ornel

6、las IDAHO, L. Scott Stokes ILLINOIS, Ralph E. Anderson INDIANA, John J. White IOWA, William A. Lundquist KANSAS, Kenneth F. Hurst KENTCKY, Richard Sutherland LOUISIANA, Wayne Aymond MAINE, Lany L. Roberts, James E. Tuley MARYLAND, Earle S. Freedman MASSACHUSETTS, Joseph P. Gill MICHIGAN, Sudhakar Ku

7、lkami MINNESOTA, Donald J. Flemming MISSISSIPPI, Wilbur F. Massey MISSOURI, Allen F. Laffoon MONTANA, William S. Fullerton NEBRASKA, Lyman D. Freemon NEVADA, Floyd I. Marcucci NEW HAMPSHIRE, James A. Moore NEW JERSEY, Robert Pege NEW MEXICO, Martin A. Gavurnick NEW YORK, Michael J. Cuddy, Arun Shiro

8、le NORTH CAROLINA, John L. Smith NORTH DAKOTA, Steven J. Miller OHIO, B. David Hanhilammi OKLAHOMA, Veldo M. Goins OREGON, Terry J. Shike PENNSYLVANIA, Mahendra G. Pate1 PUERTO RICO, Jose L. Melendez, Hector Camacho RHODE ISLAND, Kazem Farhournand SOUTH CAROLINA, Rocque L. Kneece SOUTH DAKOTA, John

9、C. Cole TENNESSEE, Ed Wasserman TEXAS, Charles C. Terry U.S. DOT, Stanley Gordon (FHWA), Nick E. Mpars UTAH, David L. Christensen VERMONT, Warren B. Tripp VIRGINIA, Malcolm T. Kerley WASHINGTON, M. Myint Lwin WEST VIRGINIA, James Sothen WISCONSIN, Stanley W. Woods WYOMING, David H. Pope ALBERTA, Dil

10、ip K. Dasmohapatra MANITOBA, W. Saltzberg NORTHERN MARIANA ISLANDS, NEW BRUNSWICK, G.A. Rushton NEWFOUNDLAND, Peter Lester NORTHWEST TERRITORIES, Jivko Jivkov NOVA SCOTIA, C.Y.S. Nguan ONTARIO, Ranjit S. Reel SASKATCHEWAN, Lome J. Hamblin ENGLAND, Philip J. Andrews MASS. METRO. DIST. COMM., David Le

11、nhardt N.J. TURNPIKE AUTHORITY, Wallace R. Grant PORT AUTHORITY OF NY the standard specifications of the FHWA and several States; Canadian, British, and New Zealand codes of standard practice and specifications; and standards or guides prepared by other agencies and industry asociations!”) While the

12、 existing foreign standards served as good models, they were not found to be entirely adaptable to U.S. codes and construction practices or the proprietary systems common to the U.S. construction industry. Where applicable, selected provisions of other standards were either adopted directly from the

13、 reference material or slightly modified. However, no single reference document was found that covered the entire scope of the guide design specification. After reviewing the reference material, a preliminary outline was developed by Wiss, Janney, Elstner Associates, Inc. (WJE) and submitted to an i

14、ndustry advisory group for further comments. The outline was, in turn, submitted to the FHWA for approval. The preliminary draft was developed in the same manner, then revised after receiving the collective comments of the advisory group and the FHWA. V COPYRIGHT American Association Of State Highwa

15、y and Transportation OfficeLicensed by Information Handling ServicesAASHTO TITLE GDSBTW 95 Ob39804 0033668 354 Throughout the study, the primary objective was to develop a consensus document that would be readily adopted by the State agencies and AASI. The evaluation criteria in the project guidelin

16、es stipuiated that the proposed guide specification reflect generally accepted practice, be acceptable to industry, and be supported by existing research. The finai draft was revised to reflect the consensus of WJE and the advisory group, the FHWA, and other individuals or associations identified in

17、 the acknowledgement. In addition, a commentary was developed to provi W. “homas Scott, Cao Concrete Construction; Aian D. Fisher, Cianbm Corporation; Flora A. Caiabmse, Donald F. Meinheit, William F. Perenchio, and Raymond H.R. Tide. vi COPYRIGHT American Association Of State Highway and Transporta

18、tion OfficeLicensed by Information Handling ServicesAASHTO TITLE GDSBTW 95 = Ob39804 0031669 O90 GUIDE DESIGN SPECIFICATION FOR BRIDGE TEMPORARY WORKS TABLE OF CONTENTS SECTION 1 . INTRODUCTION 1.1 SCOPE 1 1.2 REFERENCES 1 13.1 Codes and Standards 1 1.2.2 Related Publications 1 13 DEFINITIONS 2 1.4

19、METRIC CONVERSIONS 2 SECTION 2 . FALSEWORK 2.0 FALSEWORK DRAWINGS 3 2.1 MATERIALS AND MANUFACTURED COMPONENTS . 3 2.1.1 General 3 2.1.2 Structural Steel 3 2.1.2.1 Identification and Properties 3 2.1.2.2 Salvaged Steel . 4 2.1.23 Welding . 4 2.1.3 Timber 4 2.1.3.1 Allowable Stresses 4 2.1.3.2 Modific

20、ation Factors 4 2.1.33 Used Lumber . 5 2.1.4 Other Materials 5 2.1.5 Manufactured Components . 5 2.1.5.1 General . 5 2.1.5.2 Maximum Loadings and Deflections . 5 2.1.53 Factor of Safety . 6 2.2 LOADS 6 23.1 General 6 23.2 DeadLoad . 6 2.2.3 Live Load 6 2.2.3.1 Construction Live Load 6 2.2.3.2 Impact

21、 6 2.2.4 Minimum Vertical Load . 7 2.2.5 Environmental Loads . 7 2.2.5.1 Wind . 7 2.2.5.2 StreamFlow 7 23.53 Snow . 7 23 DESIGN . 8 23.1 General . 8 23.2 Load Combinations . 9 23.3 Stability Against Overturning . 9 23.4 Combined Stresses 9 23.5 Deflection 9 23.6 Slenderness 10 23.7 23.8 Steel Beam G

22、rillages . 10 Proprietary Shoring System . 10 23.9 Traffic Openings 10 vii COPYRIGHT American Association Of State Highway and Transportation OfficeLicensed by Information Handling ServicesAASHTO TITLE GDSBTW 95 = Ob39804 0033670 802 M 2.4 FOUNDATIONS 10 2.4.1 General . 10 2.4.2 Footings 10 2.4.3 Pi

23、le Foundations 11 2.4.4 Foundations for Heavy-Duty Shoring Systems 11 25.1 General . 11 2.53 Foundations . 11 25.3 Timber Construction . 11 25.4 Steel Construction . 11 25.5 Proprietary Shoring System . 13 25.6 Manufactured Components 13 25.8 TrafficOpenings 13 25.9 Adjustment 13 2.5.9.1 .Wedges 13

24、25.93 Jacks 13 25.10 Camber Strips 13 25.11 Loading 14 2.5.12 Removal 14 2.5.13 Dismantling 14 25 CONSTRUCTION 25.7 Noncommercial Components . 13 SECTION 3 . FORMWORK 3.1 MATERIALS AND FORM ACCESSORIES 15 3.1.1 General . 15 3.1.2 Sheathing . 15 3.13 Structural Supports . 15 3.1.4 Prefabricated Formw

25、ork 15 3.1.5 Stay-in-Place Formwork 15 3.1.6 Form Accessories 15 3.2 LOADS . 15 33.1 Vertical Loads 15 33.2 Lateral Pressure of Fluid Concrete . 16 333 HorizontalLoads 16 33 DESIGN 16 33.1 General . 16 33.2 Allowable Stresses . 16 33.3 Deflection . 16 33.4 Safety Factors for Form Accessories 17 3.4

26、CONSTRUCTION . 17 3.4.1 General . 17 3.43 Tolerances . 17 3.43 Joints 17 3.4.4 FomAccessories 18 3.4.5 Prefabricated Formwork 18 3.4.6 Stay-in-Place Formwork 18 3.4.7 Bracing and Guying . 18 3.4.8 FormRemoval . 18 3.4.8.1 General 18 3.4.8.2 Time of Removal 19 Reuse of Formwork 19 3.4.9 viii COPYRIGH

27、T American Association Of State Highway and Transportation OfficeLicensed by Information Handling ServicesAASHTO TITLE GDSBTW 75 Ob39804 0033673 797 SECTION 4 . TEMPORARY RETAINING STRUCTURES 4.1 GENERAL 21 4.2 TYPES OF RETAINING STRUCTURES 21 43 LATERAL EARTH PRESSURES . 21 43.1. Cantilever Walls 2

28、1 Wall Movement Necessary for Active Pressures . 21 43.13 Active Pressures 21 43.13 At-Rest Pressures . 22 43.1.4 Passive Pressures . 22 433 Braced Excavations 22 43.3 Surcharge Pressures . 23 4.5 COFFERDAMS . 23 45.1 Cantilever Walls 23 45.2 Braced Cofferdams 23 43.1.1 4.4 STABILIITY . 23 COMMENTAR

29、Y 31 APPENDIX A . Maximum Design Values for Ungraded Structural Lumber . 47 APPENDIX B . AISC Provisions for Webs and Flanges Under Concentrated Forces APPENDIX C . Design Wind Pressures and Forces from Selected Model Codes 53 APPENDIX D . Foundation Investigation and Design . 63 APPENDIX E . Conver

30、sion of Equations from U.S. Customary Units to S.I. Metric Units 49 69 REFERENCES . 75 ix COPYRIGHT American Association Of State Highway and Transportation OfficeLicensed by Information Handling ServicesAASHTO TITLE GDSBTW 75 H Ob37804 0031672 685 LIST OF FIGURES Figure No . 2.1 Basicwind Speed 8 4

31、.1 Guidelines for Estimating Earth Pressure on Walls with Two or More Levels of Anchors Constructed from the Top Down modified after Terzaghi and Peck (1967)l 25 4.2 Simplified Earth Pressure Distributions for Permanent Flexible Cantilevered Walls with Discrete Vertical Wall Elements 26 43 Simpiifie

32、d Earth Pressure Distributions and Design Procedures for Permanent Flexible Cantilevered Walls with Continuous Vertical Wall Elements . 27 4.4 Simplified Earth Pressure Distributions for Temporary Flexible Cantilevered Walls with Discrete Vertical Wall Elements 28 4.5 Simplified Earth Pressure Distr

33、ibutions for Temporary Flexible Cantilevered Walls with Continuous Vertical Wau Elements modified after Teng (1962)l 29 LIST OF TABLES Table No . 2.1 Material Properties . 4 2.2 WindPressureValues . 7 2.3 Load Combinations . 9 2.4 Presumptive Soil-Bearing Values 12 2.5 Ground Water-Levei Modificatio

34、n Factors . 12 3.1 Minimum Safety Factors of Formwork Accessories 17 C2.1 Early ASTM Steel Specifications 33 C3.1 Form Materials with References for Design and Specification . 41 (3.2 Permitted Irregularities in Formed Surfaces 43 X COPYRIGHT American Association Of State Highway and Transportation

35、OfficeLicensed by Information Handling ServicesAASHTO AC1 AISC AIS1 AITC ANSI APA ASCE ASTM AWS BOCA FHWA NAVFAC NDS NFPA OSHA PCI SSFI UBC in. ft Plf psi ksi PSf ksf tsf PCf fps m N hr AASHTO TITLE GDSBTN 95 0637804 O033673 511 I ABBREVIATIONS American Association of State Highway and Transportatio

36、n Officials American Concrete Institute American Institute of Steel Construction American Iron and Steel Institute American Institute of Timber Construction American National Standards Institute American Plywood Association American Society of Civil Engineers American Society for Testing and Materia

37、ls American Welding Society Building Officiais d is the least dimension of rectangular columns, or the width of a square of equivalent cross-sectional area for round columns, or the depth of beams; b is the width and t is the thickness of the compression flange; and r is the radius of gyration of th

38、e member. 2.1.23 Welding All provisions of the Structural Welding Code, AWS D1.1-92, of the American Welding Society, except 2.3.2.4, 2.5, 8.13.1.2, and Section 9, as appropriate, apply to work performed under this specification. 2.1.3 Timber 2.1.3.1 Allowable Stresses All species of wood to which a

39、llowable unit stresses have been assigned in the National Design Specijication for Wood Construction (NOS) Supplement, 1991 edition, azc acceptable for use in faisework. Design working stresses for new lumber shall not exceed the design values for visually graded dimension lumber and visually graded

40、 timbers as tabulated in the National Design Specification for Wood Construction (NDS) Supplement, 199 1 Edition. The listed values are for normal load duration and dq service conditions, and shall be modified as provided herein. 2.1.33 Modifcation Factors Modification factors for service conditions

41、 and duration of load shall be as prescribed by NDS except that the normal service condition for falsework members shall be considered to be dry and reduction for wet service conditions will not apply. All modification factors are cumulative. Load duration factors shall not apply to values for modul

42、us of elasticity or compression perpendicular to the grain. 4 COPYRIGHT American Association Of State Highway and Transportation OfficeLicensed by Information Handling ServicesAASHTO TITLE GDSBTW 95 H 0639804 0033679 T3T Grades I 1 in. = 25.4 mm 2.1.33 Used Lumber Subject to the owners concurrence,

43、used lumber of known species may be used in accordance with the following: (a) Where the grade is known or can be estabiishe, the stress level or used lumber, in good condition and without obvious defects, shall not exceed the adjusted allowable stress for new lumber of that grade and species. (b) W

44、here the grade is unknown and cannot be established, the stress level for used lumber, in good condition and without obvious defects, shall not exceed the adjusted allowable stress for No. 1 commercial grade new lumber of that species. (c) The stress level or used lumber of lower quality or showing

45、evidence of abuse shall not exceed the stress values for the species as listed in Appendix A. The listed stress values are maximums and shall not be increased by application of load duration or other stress-adj ustment factors. Unless otherwise permitted by the owner, lumber of unknown species may n

46、ot be used at higher stress levels than those listed in Appendix A or “MIXED MAPLE.“ Said stresses are maximums and shall not be increased by application of load duration or other stress-adjustment factors. The owner may require any lumber proposed or use under paragraphs (a) or (b) above to be regr

47、aded prior to use. High-Strength Low-Alloy Structural Tubing A618 _- Grades I, II, v is the water velocity in fps; and K is a constant that shall take the following values: 1.375 for square faces 0.67 for circular piers 0.5 for angular faces Where a significant amount of drift lodged against a pier

48、is anticipated, the effects of this drift build-up shall be considered in the design. When it is anticipated that the flow area will be significantly blocked by drift build-up, increases in high water elevations, stream velocities, stream flow pressures, and the potential increases in scour depths s

49、hall be investigated. 23.53 Snow Where necessary, the effects of snow shail be considered, and determined in accordance with ASCE 7-88 (formerly ANSI A58.1). 7 COPYRIGHT American Association Of State Highway and Transportation OfficeLicensed by Information Handling ServicesAASHTO TITLE GDSBTW 75 Ob37804 0033682 524 Noles: (a) Vdues arc futut-mile apeeda .t 33 fi (10 rn) .bow ground fa expoaure cstegary C riid ut wociatc with an annual probability of 0.02. ) Lineu iiaerpolation bstwecn wind speed contaus ir rcceptoble. (c) Cuition in the we of wind speed contours in mountain