Abstract
Starting from the known interaction formulas for universal beam and column sections under uniaxially eccentric compression, it is shown how easily the column slenderness can be accounted for not only under a uniaxially eccentric compressive load but also under biaxial eccentricity. Failure modes of flexural as well as lateral-torsional buckling are considered. The predictions of this simple approximate analysis are compared with the results of a number of test series reported in the literature. The accuracy of the proposed design formulas is found to be sufficient for practical purposes.
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