By Siu-Lai Chan, J.G. Teng
Those volumes of lawsuits include nine invited keynote papers and 126 contributed papers to be provided on the moment foreign convention on Advances in metal constructions hung on 15-17 December 1999 in Hong Kong. The convention is a sequel to the overseas convention on Advances in metal constructions held in Hong Kong in December 1996. The convention will offer a discussion board for dialogue and dissemination via researchers and architects of contemporary advances within the research, behaviour, layout and building of metal buildings. The papers to be offered on the convention conceal a large spectrum of issues and have been contributed from over 15 international locations worldwide. They document the present state-of-the paintings and element to destiny instructions of structural metal learn.
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Extra resources for Advances in Steel Structures (ICASS '99)
In this way the common drift limit of h/300 recommended by BS5950: Part 1 and EC3 may be achieved. In addition to considering the behaviour of the complete frame, it is important to check each individual story. The first story is likely to be the most critical, typically accounting for the percentage of total frame sway indicated in Table 3. CONCLUSIONS Based on the findings of a careful numerical study that employed a synthesis of the best currently available scientific evidence, proposals for the application of the Wind Moment Method to the design of a restricted range of unbraced composite frames have been made.
The slender sections failed in a combination of flexural and flexural-torsional buckling. For the sections Recent Developments in Cold-Formed Open Section and Tubular Members 27 tested, it can be concluded that the design procedure in AS 4100 is not satisfactory if the design yield stress is taken from stub column strengths as shown in Fig. 1 but it is satisfactory if it is based on coupons taken from the flats. The design procedure does not include specific rules for flexuraltorsional buckling.
In contrast, research on moment end plate connections joining rectangular and square hollow sections is limited and satisfactory design models are not widely available. The research on tubular end plate connections that has been conducted has concentrated on pure tensile loading or combined compression and bending. An analytical model to predict the serviceability limit moment and ultimate moment capacities of end plate connections joining rectangular hollow sections has been presented in Wheeler, Clarke, Hancock and Murray (1998).
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