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2025-03-30 05:12本頁(yè)面
【正文】 ing approaches and main procedures adopted in the seismic design of steel frames, with emphasis on European design provisions. In accordance with current seismic design practice, which in Europe is represented by Eurocode 8 (EC8) (2004), structures may be designed according to either nondissipative or dissipative behaviour. The former, through which the structure is dimensioned to respond largely in the elastic range, is normally limited to areas of low seismicity or to structures of special use and importance. Otherwise, codes aim to achieve economical design by employ ing dissipative behaviour in which considerable inelastic deformations can be acmodated under significant seismic events. In the case of irregular or plex structures, detailed non linear dynamic analysis may be necessary. However, dissipative design of regular structures is usually performed by assigning a structural behaviour factor (. force reduction or modi?ca tion factor) which is used to reduce the codespeci?ed forces resulting from idealised elastic response spectra. This is carried out in conjunction with the capacity design concept which requires an appropriate determination of the capacity of the structure based on a prede?ned plastic mechanism (often referred to as failure mode), coupled with the provision of suf?cient ductility in plastic zones and adequate overstrength factors for other regions. Although the fundamental design principles of capacity design may not be purposely dissimilar in various codes, the actual procedures can often vary due to differences in behavioural assumptions and design idealisations. This paper examines the main design approaches and behavioural aspects of typical con?g urations of momentresisting and concentricallybraced frames. Although this study focuses mainly on European guidance, the discussions also refer to US provisions (AISC 1999, 2002, 2005a,b) for parison purposes. Where appropriate, simple analytical treatments are presented in order to illustrate salient behavioural aspects and trends, and reference is also made to recent experimental observations and ?ndings. Amongst the various aspects examined in this paper, particular emphasis is given to capacity design veri?cations as well as the implications of driftrelated requirements in moment frames, and to the postbuck ling behaviour and ductility demand in braced frames, as these represent issues that warrant cautious interpretation
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