ABSTRACT
Actual behavior of beam-column joints, in steel frames, has been traditionally neglected. In most cases, the structural analysis of frames is done assuming that beam-column joints have the ideal conditions, either restrained or hinged. In many occasions, this simplification of the model could overestimate the actual behavior of the structure. It is known that when connections are assumed as perfectly hinged, then the considered stiffness leads to a better distribution of bending moments in beams. And when restrained connections are assumed some disadvantages are observed, for example second-order effects may be increased.
