Vol. 1, No. 2, pp. 87-101 (2005)
ADVANCED ANALYSIS AS A NEW DIMENSION FOR STRUCTURAL
STEEL DESIGN
S.L. Chan1 and W.F. Chen2
1Department of Civil and Structural Engineering, The Hong Kong Polytechnic University
2Department of Civil Engineering, Hawaii University, USA
 View Article |
Export Citation: Plain Text | RIS | Endnote |
ABSTRACT
This paper considers recent research results on hollow section joints and the effect on the current design rules and is an extended version of the ICASS keynote lecture [1]. Main attention is paid to Rectangular Hollow Section (RHS) overlap joints, Circular Hollow Section (CHS) joints with thick-walled chords and the influence of the chord stress on the joint strength. Further, the effect of reinforcement plates on the strength of thinwalled joints is discussed. Also, some special aspects on elliptical hollow sections, stainless steel, high strength steel and delivery requirements for cold-formed hollow sections are considered. Finally, some developments regarding the fatigue design of hollow section joints are presented.
KEYWORDS
Circular hollow section (CHS); Rectangular hollow section (RHS); Gap joints; Overlap joints; Static strength; Fatigue strength; High strength steel
REFERENCES
[1] European Standard, Eurocode 3, “Design of steel structures”, En1993-3-1-1, 2003.
[2] British Standards Institution, BS5950, “Structural Use of Steel in Building”, Part 1, 2000.
[3] Australian Standards AS4100, “Steel Structures”, Standards Association of Australia, Sydney, Australia, 1996.
[4] Chen, W.F. and Lui, E.M., “Stability design of steel frames”, CRC, Boca Raton, 1991, pp.380.
[5] Liew, J.Y.R., White, D.W. and Chen, W.F., “National load plastic-hinge method for frame design”, Journal of Structural Engineering, ASCE, 1990, 120(5), pp.1434-1454.
[6] White, D.W. and Hajjar, J.F., “Buckling Models and Stability Design of Steel Frames: a Unified Approach”, Journal of Constructional Steel Research, 1997, 42(3), pp.171-207.
[7] Barreto, V. and Camotim, D., “Computer-Aided Design of Structural Steel Plane Frames According to Eurocode 3”, Journal of Constructional Steel Research, 1998, 46(1-3), pp.367- 368.
[8] Liew, J.Y.R., Chen, W.F., Chen, I.H., “Advanced inelastic analysis of frame structures”, Journal of Constructional Steel Research, 2000, 55(1-3), pp.245-265.
[9] Xu, L., “The buckling loads of unbraced PR frames under non-proportional loading”, Journal of Constructional Steel Research, 2002, 58(4), pp.443-465.
[10] Li, G.Q. and Li, J.J., “A tapered Timoshenko-Euler beam element for analysis of steel portal frames”, Journal of Constructional Steel Research, 2002, 58(12), pp.1531-1544.
[11] Goncalves, R. and Camotim, D., “Design of plane steel frames – towards a rational approach”, Advanced Steel Construction, June, 2005, 1(1), pp.105-128.
[12] Chan, S.L. and Zhou, Z.H., “Non-linear integrated design and analysis of skeletal structures by 1 element per member”, Engineering Structures, 2000, 22, pp.246-257.
[13] Chan, S.L. and Cho, S.H., “Second-order P-delta analysis and design of angle trusses allowing for imperfections and semi-rigid connections”, Advanced Steel Construction, June, 2005, 1(1), pp.151-171.
[14] Gu, J.X. and Chan, S.L., “Design of frames with imperfect members and global geometry by second-order analysis with section capacity check”, International Journal for Numerical Methods in Engineering, 2005, 62, pp.601-615.
[15] Buildings Department, “Code of Practice for the Structural Use of Steel”, Hong Kong, 2005.
[16] Zhou, Z.H. and Chan, S.L., “Elastoplastic and large deflection analysis of steel frames by one element per member. Part 1: One hinge along member”, Journal of Structural Engineering, ASCE, 2004, 130(4), pp.538-544.