Evaluation of Beam-Flange (BF) Bolts on Behaviour of New BBCC Connection
The 1994 Northridge earthquakes revealed a series of undesirable brittle failure modes in welded beam-to-column joints that undermined the high seismic performance of steel moment-resisting frames Failure of welded connections in Northridge earthquake, raised attention to the need for quality and speed of implementation, possibility of fabricating of bolted connections in the factory, and suitable rotational capacity of bolted connections that reduces need to beam and column ductility. The use for high strength steel and high quality of factory welding has pushed welded to bolted steel structures.
Due to those reasons and also easy implementation of segments in the site, bolted connections were found quite suitable. Thus, due to its importance, end-plate connection is the one considerable research has been carried out on, such as strengthened by stiffener member assemblies connecting by blind bolts, effect of bolts arrangements in end-plate and T-stub joints, strengthening of the connection regions with additional bolts row the behaviour of joints subjected to severe impulsive loading, effect of stiffeners on the joint behaviour, effect of shape memory alloy bolts on the joint performance.
Box columns are quite popular in high earthquake-prone regions because, compared with H-section columns, they have such variety of advantages as higher strength and torsional stiffness, equal strength and stiffness with respect to the two axes of the column section, better corner column performance in steel moment frames, higher moment of inertia around the main axes, no need for column lateral bracing, reduced strength deterioration, optimum use of materials, and minimum surface painting/maintenance costs.
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