ABSTRACT
In an attempt to resolve outstanding questions related to the seismic design and detailing of steel moment-resisting connections reinforced with cover-or flange-plates, ten full-scale single sided joints were tested to failure to investigate the effects of key design parameters on their seismic response. One beam size (W30x99) and one column size (W14x176), both of grade 50 steel, were used for all ten tests. The results obtained show that the target value for the plastic rotation capacity of 0.03 radians without fracture was exceeded in all the cases studied. Although local buckling of the beam flanges started relatively early (at plastic beam rotation, θpb, of about 0.01 radian) no significant degradation of strength was noted until local buckling of the web was detected at a θpb < 0.03 radians. The best performance was obtained from test on the following specimens; the one with partial restraint against web buckling; and the specimen with balanced yielding mechanisms at the panel zone and beam.
