By S.L. Chan, J.G. Teng, K.F. Chung
Those volumes of court cases include 9 invited keynote papers and one hundred thirty contributed papers provided on the 3rd foreign convention on Advances in metal buildings (ICASS '02) hung on September 11 December 2002 in Hong Kong, China. The convention is a sequel to the 1st and the second one foreign meetings on Advances in metal buildings held in Hong Kong in December 1996 and 1999.
The convention presents a discussion board for dialogue and dissemination by way of researchers and architects of contemporary advances within the research, behaviour, layout and development of metal buildings. Papers have been contributed from over 18 international locations around the globe. They file present state-of-the paintings and aspect to destiny instructions of structural metal learn, overlaying a large spectrum of subject matters together with: beams and columns; connections; scaffolds and narrow constructions; cold-formed metal; composite building; plates; shells; bridges; dynamics; impression mechanics; results of welding; fatigue and fracture; fireplace functionality; and research and layout.
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Additional info for Advances in steel structures: proceedings of the Third International Conference on Advances in Steel Structures, 9-11 December 2002, Hong Kong, China
2, 588-605. 10. V. Caccese, M. Elgaaly and Ruobo Chen. (1993). Experimental Study of Thin Steel Plate Shear Walls under Cyclic Load. Journal of Structural Engineering. 2, 573-587. 11. S. GL. GL. E. Ventura and M. Rezai. Unstiffened Steel Plate Shear Wall Performance under Cyclic Loading. Journal of Structural Engineering. 4, 453-460. 12. Guodong Chen and Yanlin Guo (in press). Ultimate Shear-carrying Capacity of Unstiffened Panels. Engineering Mechanics (in Chinese). Advances in Steel Structures, Vol.
5 steel plate shear wall. 0 influence on the panel post-buckling behavior. No matter what slendemess ratio 7 is for the panel, the Y/Y„ panel strength may reach shear-yielding stress Vy , Figure 2. Shear-displacement curve with which equals to fyl4^. The reason for ratio rlty infinite rigid and elastic column greater than one in the figure 2 for plate with A equals to 100 is from material hardening. In figure 2, r is the ratio of shear capacity V to horizontal cross section area of steel panel Ap.
Steel plate / ;; Concrete core / \ Stud shear connector Figure 1: Cross-section of double skin composite panel The local buckling and strength of concrete-filled steel box columns have been investigated by Ge and Usami (1992). Wright (1995) derived limiting width-to-thickness ratios for plates with various boundary conditions. Experimental and numerical studies have been performed on the strength of composite steel-concrete members incorporating local buckling effects by Uy and Bradford (1995) and Uy (2000, 2001).