Abstract
Simulated earthquake loading was applied to four cruciform specimens, that represented part of a multistorey frame, including the half-beams and half-columns framing into a typical interior joint. This was made by welding plates on to the ends of the beams and bolting these plates to the column flanges using high strength proof loaded bolts. The joints were designed so that recommendations, previously developed elsewhere for monotonic loading, together with the rules given by New Zealand Standard 3404:1977, could be studied. When the existing rules were followed ductile specimens were obtained; however, when some of the joints were deliberately designed to be understrength, failure modes were obtained that were not predicted by the existing simple design methods.
Highlights
Bolted end plate steel beam to column connections can facilitate quick structural erection and provide reasonable strength, stiffness and ductile characteristics
The "yield deflection which produces yield point stresses in the extreme fibres, multiplied by the shape factor for the section". These definitions modify those given in NZS 4203 :1976 (12), and are intended to cover the situation where a plastic hinge is formed in the beams
5.3 In the third and fourth tests the connections underwent larger ductile deformations at relatively higher loads without any strength degradation until later in the tests when failures occurred in the end plates and bolts
Summary
Bolted end plate steel beam to column connections can facilitate quick structural erection and provide reasonable strength, stiffness and ductile characteristics. In the past there has been a significant amount of research ^ 1 , 2 ' 3 , 4 , 5 > , into the behaviour of these connections especially with respect to medium and smaller sized beam members in raonotonically loaded situations, for which design recommendations have been developed. Plastic analysis was used for assessing the strengths of the connections and their associated beams and columns. NZS 3 4 0 4 : 1 9 7 7 ( 6 ) Clause 12.4.7 requires that the columns be overstrength to discourage the formation of plastic hinges in them, and Clause 12.4.8 requires that the design of connection should allow for moment gradient and strain hardening effects in the beams. A 25% increase in the plastic moment of the beams was allowed above the experimental yield moment when designing the connection of specimens one and two. The connections of specimens three and four were under-designed so that their behaviour could be studied more closely at failure
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