By S.L. Chan, J.G. Teng, K.F. Chung
Those volumes of complaints comprise 9 invited keynote papers and one hundred thirty contributed papers awarded 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 overseas meetings on Advances in metal buildings held in Hong Kong in December 1996 and 1999.
The convention offers a discussion board for dialogue and dissemination via researchers and architects of contemporary advances within the research, behaviour, layout and building of metal buildings. Papers have been contributed from over 18 nations worldwide. They record present state-of-the paintings and element to destiny instructions of structural metal examine, masking a large spectrum of issues together with: beams and columns; connections; scaffolds and slim constructions; cold-formed metal; composite building; plates; shells; bridges; dynamics; impression mechanics; results of welding; fatigue and fracture; hearth functionality; and research and layout.
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Extra info for Advances in steel structures: proceedings of the Third International Conference on Advances in Steel Structures, 9-11 December 2002, Hong Kong, China
Stud shear connectors are designed to resist the shear between steel skins and the concrete core, and separation at the interface. Steel plates serve as permanent formwork and biaxial steel reinforcement for the concrete. Experimental behaviour of DSC elements has been investigated by Wright et al. (1991a). Research conducted by Wright et al. (1991b) showed that DSC elements could be analyzed and designed in 626 accordance with the conventional theory for doubly reinforced concrete elements and composite structures, providing that the effects of local buckling and shear connections are taken into account.
Numerical analysis shows that the variation of slendemess ratio X and stiffener stiffness T] could result in the qualitative change in load-carrying capacity of steel plate shear wall. Although the influence of columns stiffness on the post-buckling behavior of the panels is complicated with the change of slendemess ratio 1 , linear relationship still exists between rj/r^and column stiffness P as shown in figure 6b, Therefore, the effect of column stiffness P on shear carrying capacity of the panels can be treated as quantitative change, and fiirther the linear relationship could greatly simplify analysis process.
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 Shear Wall Framed by Flexural and Inelastic Column The columns in precious discussion are assumed to be infinite rigid, but columns in reality have a limited flexural stiffness EJ^ and cross section area A^, and the yielding of column under combined axial loading and transverse loading result from diagonal tension strip would result in great decrease in 644 bending and axial stiffness of the columns.