By S L Chan; J G Teng; Hong Kong Polytechnic University

Those volumes of lawsuits comprise eleven invited keynote papers and 172 contributed papers awarded on the foreign convention on Advances in metal constructions hung on 11-14 December 1996 in Hong Kong. The papers hide a large spectrum of issues and feature been contributed from over 20 international locations all over the world. The convention, the 1st ever of its style in Hong Kong, supplied a discussion board for dialogue and Read more...

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Additional info for Advances in steel structures: proceeding of International Conference on Advances in Steel Structures, 11-14 December 1996, Hong Kong

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For the steel plate brace embedded in reinforced concrete shear walls, 4 specimens by Tongji University (Li, Shen 1995a) and 6 specimens by Harbin Architectural and Civil Engineering Institute (Ji, Zhang 1990) have been tested. A finite element method for analyzing the hysteretic curves has been derived and some design provisions have been suggested. In the field of analysis of elasto-plastic seismic response of tall steel structures, systemic and comprehensive researches have been carded on in Tongji University and fruitful achievements have been obtained.

Study on the Aseismic Behavior of Eccentricaily Braced Steel l~)'ames, Research Report of Tongji University. Pan Shijie, Shen Zuyan, et al (1996). /7'all Steel B,ildinl~:s', Research Report of Tongji University. 34 Z-Y. Shen Qian Jiaru, et al. (1993). Experimental Study and Limit State Analysis of Eccentric-Braced Frames Under Horizontal Action, Building Structure, 4, 3-7,8. Shen Qinzhai, Shen Zuyan (1992). 1. of Tongji University 20:1, 19-29. Shen Zuyan, Ding Jiemin (1992a). Ultimate Strength of Multistory Steel Frames with Semi-Rigid Beam-toColumn Connections, J.

4 Test No. ~: . 3 -'1 . . . 4Q 1 " "22 "6 "~" *r" , ~ ' . . . 7, " . 8--1 34"8 ~ | 4 4 l w1 0 6 . 41 ` .... 4 i i 4 ? 7 A LEL -- ~~ , ~ I, . BL = ! ER * AR 9 BR (f) N o m e n c l a t u r e Figure 2: Loading conditions S. A. 2 _ ~. 0 . 2 / ~/ I ! 100 x~_-0 . 4 Test no. 1 Transverse deflection . 9 ~ . 6 I ! 5 (d) 200 Full Scale Testing of Transmission and Telecommunication Towers 51 Figure 5: Critical load condition Figure 8" Predicted load-deflection curves Figure 6: Photograph of failed tower Figure 7: Predicted failure deflected shapes 52 S.

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