Distortional buckling, unlike the usual lateral-torsional buckling in which the cross-section remains rigid in its own plane, involves distortion of web in the cross-section. This type of buckling typically occurs in beams with slender web and stocky flanges. Most of the published studies assume the web to deform with a cubic shape function. As this assumption may limit the accuracy of the results, a fifth order polynomial is chosen here for the web displacements. The general line-type finite element model used here has two nodes and a maximum of twelve degrees of freedom per node. The model not only can predict the correct coupled mode but also is capable of handling the local buckling of the web.
BradfordM.A. and RonaghH.R. (1997). “Generalized elastic buckling of restrained I-beams by FEM”, Journal of Structural Engineering, ASCE, Vol. 123, No. 12, pp. 1631–1637.
2.
BradfordM.A. and TrahairN.S. (1981). “Distortional buckling of I-beams”, Journal of the Structural Division, ASCE, Vol. 107, ST2, pp. 355–370.
3.
ChinC.K.. (1992). “Stability of thin-walled members having arbitrary flange shape and flexible web”, Engineering Structures, Vol. 14, No. 2, pp. 121–132.
4.
RonaghH.R. and BradfordM.A. (1994). “Some notes on finite element buckling formulations for beams”, Computers and Structures, Vol. 52, No. 6, pp.1119–1126.
5.
van ErpG.M. (1989). Advanced buckling analysis of beams with arbitrary cross-sections, University of Eindhoven, the Netherlands.
