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Additional info for Advances in steel structures: proceedings of the Second International Conference on Advances in Steel Structures 1, 15-17 December 1999, Hong Kong, China

Sample text

This provision has been introduced so as to ensure that adequate rotation capacity is present in the composite connections to develop the required span moment. Previous studies, Li, Choo and Nethercot, (1995), Nethercot, Li and Choo, (1995), have shown both that the available rotation capacity of composite connections is limited and that the non-linear relationship between beam span design moment and the amount of moment redistribution necessary to achieve this substantially reduces the rotational demands on the connections.

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. Current assessment methods for the fire resistance of a building structure (ENV 1994-1-2, 1995) are based on the fire testing of single elements, evaluated in terms of the time to failure.

Figure 1: Hysteretic model of steel considering damage cumulation For steel Q235, all the material parameters can be adopted according to Table 1. 014-016 Eqn. 041 (5) PRECISE HYSTERESIS MODEL OF STEEL MEMBERS WITH DAMAGE CUMULATION EFFECTS Shen and Lu have developed a powerful integration method to calculate the behavior of steel members, Shen and Lu (1983). The method can analyze strength problems and stability problems as well, taking into account the effects of initial geometrical and physical imperfections including residual stresses of the steel member and can give the complete load-deflection relationship of the member including both the ascending and descending branches.

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