A COMPARISON OF STABILITY DESIGN OF BENDING MEMBERS BY SPECIFICATIONS FOR DESIGN OF STEEL STRUCTURES IN VARIOUS COUNTRIES

Chen Ji

doi:10.13204/j.gyjz200906002

Volume 39 Issue 6

Dec. 2014

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Chen Ji. A COMPARISON OF STABILITY DESIGN OF BENDING MEMBERS BY SPECIFICATIONS FOR DESIGN OF STEEL STRUCTURES IN VARIOUS COUNTRIES[J]. INDUSTRIAL CONSTRUCTION, 2009, 39(6): 5-12. doi: 10.13204/j.gyjz200906002

Citation:

Chen Ji. A COMPARISON OF STABILITY DESIGN OF BENDING MEMBERS BY SPECIFICATIONS FOR DESIGN OF STEEL STRUCTURES IN VARIOUS COUNTRIES[J]. INDUSTRIAL CONSTRUCTION, 2009, 39(6): 5-12. doi: 10.13204/j.gyjz200906002

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A COMPARISON OF STABILITY DESIGN OF BENDING MEMBERS BY SPECIFICATIONS FOR DESIGN OF STEEL STRUCTURES IN VARIOUS COUNTRIES

doi: 10.13204/j.gyjz200906002

Chen Ji

1.
School of Civil Engineering,Xi’an University of Architecture and Technology,Xi’an 710055,China

Received Date: 2009-02-25
Publish Date: 2009-06-20

Abstract

Abstract

It is given the comparison of specifications for the stability design formulas in American ANSI/AISC 3602005,British 595012000,Canadian CAN/CSAS162001,Australian AS 41001998,Japanese AIJ2002 and Chinese GB 500172003.The theoretical analyses and experimental researches are given.The equivalent moment factors of non-uniform bending beams,on various loading cases by finite element and finite difference methods are presented.From Chinese specifications of steel structures TJ 1774 to GB 500172003,the equivalent moment factor _b for the simply supported beam,under linear non-uniform bending,is adopted,which is its approximate minimum value and is derived by M.G.Salvadori,taken from L.Rayleigh,W.Ritz,method at 1956.The value _b is different from that in other specifications for design of steel structures.Referring the academic researches,a closed-form expression of calculating equivalent moment factor for any moment distribution and end support conditions is presented.This expression together with the revised flexural-torsional buckling design formula of beam may be provided for next cycle revision of Chinese Code for Design of Steel Structures.
- flexural-torsional buckling,
- equivalent moment factor,
- closed-form solution

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References(28)

References

Euler L.De Curvis Elasticis,Lausanne und Genf[M].1744:245-310;

[2] Wagner H.Verdrehung und Knickung von.Offenen Profilen[J].Festschrift 25 Jahre Technische Hochschule Danzig,S.329,1929;

[3] Prandtl L.Kipperscheinungen.Diss.Nrnberg[J].1899;

[4] Salvadori M G.Lateral Buckling of Eccentrically Loaded I-Columns[J].Transactions of the ASCE,1956,121:1163-1178;

[5] GB 50017-2003钢结构设计规范[S];

[6] CAN/CSA-S16-2001 Limit States Design of Steel Structures[S];

[7] AS 4100-1998.Standards Australia Steel Structures[S].Sydney:1998;

[8] AIJ 2002.钢构造限界状态设计指针.同解说[M].2002;

[9] EN 1993-1-1.Eurocode 3-2005 Design of Steel Structures.Part 1-1[S].Brussels:2005;

[10] 童根树.钢结构的平面外稳定[M].北京:中国建筑工业出版社,2007:137;

[11] 陈骥.钢结构稳定---理论与设计[M].4版.北京:科学出版社,2008:337-338;

[12] Kirby P A,Nethercot D A.Design for Structural Stability[M].Constrado Monographs,Granada Publishing,Suffolk:1979:84-87;

[13] ANSI/AISC 360-2005 Specification for Structural Steel Buildings[S];

[14] BS 5950-1-2000 Structural Use of Steelwork in Building[S];

[15] 陈绍蕃.有约束梁的整体稳定[J].钢结构,2008,23(8):22;

[16] Greiner R,Lindner J.Proposals for Buckling Resistance of Members.Flexural and Lateral Torsional Buckling[R].ECCS Validation Group,1992;

[17] Suryoatmono B,Ho D.The Moment Gradient Factor in Lateral-Torsional Buckling on Wide Flange Steel Sections[J].Journal ofConstructional Steel Research,2002,58:1247-1264;

[18] Serna M A,Lpez A,Puente I,et al.Equivalent Uniform MomentFactors for Lateral-Torsional Buckling of Steel Members[J].JournalConstructional Steel Research,2006,62:566-580;

[19] Lindner J.Design of Beams and Beam-Columns[J].ProgressStructural Engineering Materials,2003(5):38-47;

[20] 夏志斌.受弯构件整体稳定性的计算[J].钢结构,1991(1):34-41;

[21] Salzober G,Greiner R,ECCS TC 8 ad-hoc-WG.Interaction Formulaefor EC 3[R].Report 15 and Report-20.2000;

[22] White D W.Unified Flexural Resistance Equations for Stability Designof Steel I-Section Members Overview[R].School of Civil andEnvironmental Engineering,Georgia Institute of Technology,Atlanta,GA.2004;

[23] Zinoviev I,Mohareb M.Analysis and Design of Laterally UnsupportedPortal Frames for Out-of-Plane Stability[J].Canadian Journal of CivilEngineering,2004,31:440-452;

[24] OhEachteirn P,Nethercot D A.Lateral Buckling Tests on Mono-Symmetric Plate Girders[J].Journal of Constructional Steel Research,1988,11(4):241-260;

[25] P OhEachteirn,Nethercot D A.Lateral Buckling on Mono-SymmetricPlate Girders[J].Journal of Constructional Steel Research,1988,11(4):261-282;

[26] Trahair N S.Flexural-Torsional Buckling of Structures[M].USA andCanada:CRC Press,1993:279-288;

[27] AS 1250-1975 Standards Association of Australia[S];

[28] Fukumoto Y,Itoh Y.Lateral-Torsional Buckling Strength of SteelBeams from Test Data[J].Proceedings of JSCE,1984(341):137-146.

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