This work is concerned with local buckling and lateral distortional buckling, two\ud aspects of instability that govern the design of composite beams in hogging regions.\ud Local buckling in hogging regions of a continuous composite beam was modelled\ud by moment curvature characteristics of a cantilever, modified by two curvature\ud ratios, K1 and K2. Test based expressions for K1 and K2,\ud in terms of a combined\ud slenderness λc, were developed, and subsequently used in numerical analyses\ud of 50 two-span composite beams to assess moment redistribution allowed for Class\ud 2 beams by draft Eurocode 4. The analyses include effects of non-linear material\ud properties, residual stresses and local buckling. The parametrical studies include\ud adverse values, in relation to practice, of relative length of adjacent spans, span-to-depth\ud ratio, and ratio of hogging to sagging moment of resistances. It is concluded\ud that the redistribution of elastic bending moments allowed by the draft Eurocode 4\ud is safe and economical.\ud Distortional lateral buckling of composite beams with both continuous and discrete\ud U-frame actions was studied experimentally. Distortional lateral buckling was\ud found in the tests of two composite beams with inverted U-frame actions. Web\ud distortion was effectively reduced by vertical web stiffeners, which form a part of\ud discrete U-frames together with the slab and the connection of U-frame. The work\ud provides background to assess lateral buckling strength for composite beams with\ud both continuous and discrete U-frame actions. A further theoretical approach on\ud the topic of discrete inverted U-frame action was presented.\ud Strength and stiffness of discrete U-frame connections were also studied. The\ud strength of a discrete U-frame connection was found to be influenced by both the\ud shear failure of concrete, and the yielding of steel top flange in the connection. A\ud simple rule to assure strength of U-frame connections is proposed by checking these\ud two failures separately. The prediction of shear failure of a U-frame connection is\ud based on a truss model, and the prediction of failure in the steel top flange is based\ud on a rigid plastic mechanism. A semi-empirical formula for flexibility of a U-frame\ud connection was derived. They were all checked against test results. Interactive U-frame\ud force and U-frame stiffness were also studied. A tentative design method for\ud discrete U-frame composite beams was proposed
To submit an update or takedown request for this paper, please submit an Update/Correction/Removal Request.