ABSTRACT
Ductile moment resisting frames (MRFs) have been widely adopted as viable structural system for buildings in high seismic risk. In particular, steel MRFs using wide flange beams connected to box columns have gained wide acceptance in the constructions of typical three dimensional MRF and the corner columns in a framed tube system. As the panel zone in the box column joints is relatively strong, the beam-to-box column connections are required to develop the beam flexural capacity thereby dissipate seismic energy.
