Conference Publication Details
Mandatory Fields
Broderick B. M., Elghazouli A. Y., Goggins J. M.
Proceedings of 13th World Conference on Earthquake Engineering
Cyclic Behaviour of Hollow and Filled Axially-Loaded Members.
Optional Fields
Structural hollow sections Steel Cyclic loading Earthquake Earthquake engineering Testing Composite Mortar Structures Structural engineering
Vancouver, Canada
Hollow section members are often employed as bracing elements, for both structural and aesthetic reasons. This paper describes an investigation of the response of such members to cyclic axial loading. The influences of concrete or mortar infill and of member slenderness are addressed.   Steel and composite members employing three different section sizes were subjected to monotonic and cyclic axial displacements in the inelastic range. The monotonic test specimens had an aspect ratio of three to promote local buckling, while preventing overall lateral buckling. On the other hand, the cyclic tests considered members of two different overall lengths: 1100mm and 3300mm. In the case of the monotonic test specimens and the shorter cyclic test specimens, both hollow and filled specimens were tested. The normalised slendernesses of the cyclic test specimens varied from 0.4 to 3.2, to cover the possible practical range, and both elastic and inelastic buckling was observed. Failure of the less slender specimens was initiated by local buckling in compression, followed by rupture in tension. The presence of concrete infill was observed to influence this mode of failure. Local tensile end-failures were observed with some specimens of relatively small cross-section. The ductility capacities and energy dissipation of the individual specimens are compared, and the effect of slenderness and infill are quantified. To aid interpretation of the experimental results, the general purpose structural analysis software LUSAS was employed to study local inelastic behaviour. This showed that under tension loading, the presence of the concrete infill can lead to non-negligible hoop stresses in the steel section, which in turn affect the ductility capacity of the member. Design predictions of the buckling strength and post-buckling resistance of the specimens are compared with the experimental results. The implications of the results on seismic design procedures for structures incorporating these types of members are also presented and discussed.
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