By SL Chan and JG Teng (Eds.)
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Extra info for Advances in Steel Structures (ICASS '96). Proceedings of International Conference on Advances in Steel Structures 11–14 December 1996, Hong Kong
5) which was an intact condition under maximum wind, the tower collapsed at 90% of the design ultimate load. The failure (see Fig. 6) was described in the test report as "an unusual failure which involved a general collapse of the compressed face of the tower". Consequently, tower was upgraded by adding a certain number of horizontal members to prevent the global failure. Both the original and the upgraded towers are analysed using the described nonlinear analysis technique. A total of 1732 elements and 768 nodes were used to model the original tower, the upgraded tower was modelled using 1761 elements and 772 nodes.
Effect of Second-order Factor on the Displacements and Forces of Steel Frames, 7he Structural Engineers, 3. Ding Jiemin, Shen Zuyan (1989b). )/" Tongji lhliversity, 17: 2, 149-160. Ding Jiemin, Shen Zuyan (1991). Elasto-Plastic Analysis of Spatial Steel Frames Considering the Deformation of Connections, J. of Structural Engineering, Special Issue. Ding Jiemin, Shen Zuyan (1993a). lournal 26: 6, 37-45. Ding Jiemin, Shen Zuyan (1993b). Inelastic Stability of Space Steel Frames, J. of Building Structure 14:6, 42-51.
Nethercot ~and M. P. Byfield 2 Department of Civil Engineering, University of Nottingham, University Park, Nottingham NG7 2RD, UK 2 British Steel plc, Swinden Technology Centre, Moorgate, Rotherham, $60 3AR, UK ABSTRACT The formal process used to select numerical values for partial safety, factors on resistance so as to ensure a suitable target level of reliability in structural design is reviewed. Particular attention is given to the approach used in calibrating the structural Eurocodes, specifically the method of Annex Z of EC3.
Advances in Steel Structures (ICASS '96). Proceedings of International Conference on Advances in Steel Structures 11–14 December 1996, Hong Kong by SL Chan and JG Teng (Eds.)