ABSTRACT
Abstract A method for the determination of the behaviour factor q for steel framed structures is presented. It is based on elastoplastic second order analysis of the frame. The definition of the limit state is such that the local ductility of structural members is exhausted. 3 local ductility levels are introduced for which different values of the q-factor may be determined. The infuence of various irreqularities on the value of the q-factor has been studied. The studies refer to stiffness and strength reductions, to the geometric configuration of the frame and the capacity design criteria. Keywords: Steel frames, Seismic Design, Behaviour Factors, Irregularities.
