By Siu-Lai Chan, J.G. Teng
Those volumes of lawsuits comprise nine invited keynote papers and 126 contributed papers to be awarded on the moment foreign convention on Advances in metal buildings 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 through researchers and architects of contemporary advances within the research, behaviour, layout and development of metal constructions. The papers to be provided on the convention conceal a large spectrum of themes and have been contributed from over 15 nations around the globe. They record the present state-of-the artwork and aspect to destiny instructions of structural metal learn.
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Extra resources for Advances in Steel Structures (ICASS '99)
S. Hensman 10 STEP 1 Define frame geometry NOTE: This flow chart is not a design procedure. It should be used only as a 'first check', to determine if the wind-moment method outlined in this document is a suitable design method for the frame in question. 9Mp The frame design is likely to be controlled by SLS sway. However, a suitable frame design may still be achieved using the wind-moment method. Consider increasing the member sizes. I. . . . . . . . . I , I STEP 4 Estimate required column sections .
013 . . 007 From Figures 6 to 8 and Tables 7, 8 the following points can be drawn. - Y. Shen will cause structures damaged. Second, the damage in a structure will cumulate during successive seismic actions. Third, the cumulative damage will deduce the resistance capacity of structures to the seismic action. Fourth, the dynamic behavior of steel framed structures can be analyzed with acceptable accuracy by using the proposed cumulative damage hysteresis model.
There is considerable interaction between the webs and the flange, which influences the rotation capacity, as shown by the approximate isorotation curves in Fig. 9. A proposal for a bilinear interaction formula between the web and flange slenderness limits for compact RHS is also shown in Fig. 9. ~" 50 r Possible new Compact Limit ~ < 70- 5~/6 ~- 45 ~40 ~ ~ ~'~ ~f< 30 s , AS 410D I I Compa~:t Limit I N 35 II ~ 30 ~ 25 s 20 "~ 10 ~ 5 ~ o 20 30 40 50 60 70 80 90 Web Slenderness (AS 4100) ~ - (d-2t)/t-~(J'~/250) Fig.
Advances in Steel Structures (ICASS '99) by Siu-Lai Chan, J.G. Teng