New PDF release: Advances in Steel Structures (ICASS '99). Proceedings of The

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Additional info for Advances in Steel Structures (ICASS '99). Proceedings of The Second International Conference on Advances in Steel Structures 15–17 December 1999, Hong Kong, China

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This can be clearly seen in Fig. 60 mm G550 and G300 steel are well below the predictions of AS/NZS 4600 and other design standards. The only standard to provide a reasonable prediction of this phenomenon was the Canadian standard for coldformed steel structural members (CSA, 1994) which had a bearing coefficient which varied with the d/t ratio of the bolt and sheet. Proposals have been made for the Australian standard and American specification to adopt this approach. Similar characteristics were discovered for screwed connections as reported in Rogers and Hancock (1999).

1998). Steel Structures, AS 4100-1998. Standards Association of Australia/Standards New Zealand (1998). Cold-Formed Steel Structures, AS/NZS 4600:1996. Sully, R and Hancock, GJ (1996). "Behaviour of Cold-Formed SHS Beam Columns", Journal of Structural Engineering, ASCE 122:3, 326-336. Sully, RM and Hancock, GJ (1998). "The Behaviour of Cold-Formed Slender Square Hollow Section Beam-Columns", Proceedings of the Eighth International Symposium on Tubular Structures, Singapore, 445-454. Recent Developments in Cold-Formed Open SeCtion and Tubular Members 37 Wheeler AT, Clarke MJ & Hancock G J, (1995), "Tests of Bolted Moment End Plate Connections in Tubular Members", Proceedings, 14th Australasian Conference on Structures and Materials, University of Tasmania, Hobart, Tasmania, 331-336.

The consequence for the structure is that only a local part is severely heated, whilst its surroundings remain comparatively cool. The result is that a very hot weakening and expanding local region is contained within a large cool mass. The interaction between these two regions is the subject of this paper. The full scale fire tests on the composite building at Cardington (Kirby, 1997; Moore, 1997) showed that very high temperatures could be sustained in the steel joists. Since the temperatures were so high that the steel strength was effectively destroyed, and yet runaway failures did not occur, researchers are presented with a significant task to explain why; this paper sets out some fundamental parts of that explanation.

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