Influence of design criteria on the seismic response of single-storey steel buildings

Structural design in seismic areas could be based on either dissipative or non-dissipative concepts, as for example allowed in European and Italian codes. In the first case, capacity design is the basis of structural dimensioning; both strength and ductility verifications are required. In the second case, structural elements are designed to remain in the elastic field under the assigned design seismic input; ductility verifications are not enforced. In steel structures, these two design approaches might lead to very different seismic structural performances, depending on the role that the non-ductile elements and connections have in the non-dissipative design. This situation might represent a source of weakness and lead to premature failures. In the present work, with reference to a single- storey steel industrial building with moment-resisting frames in the transverse direction and con- centric braces in the longitudinal direction, the critical issues encountered when modelling the post- elastic behaviour of a non-dissipative steel structure are discussed. Subsequently, a comparison is made with a structure with the same geometry, designed with dissipative structural behaviour.

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