Post-Buckling of Geometrically Imperfect Platesby Ralph G. Dawson, Sr. Struct. Engr.; Dexion-Comino Int. Ltd., London, and Hon. Res. Asst., University Coll., London, England,
Alastair C. Walker, Lectuer; Dept. of Civ. Engrg., University Coll., London, England,
Serial Information: Journal of the Structural Division, 1972, Vol. 98, Issue 1, Pg. 75-94
Document Type: Journal Paper
Abstract: Explicit expressions are derived for the collapse and elastic post-buckling of simply supported, geometrically imperfect plates with stress-free edges. For the purposes of design, such plates can be taken as representative of the stiffened compression elements of thin-walled structural sections. Different generalized geometric imperfection parameters are studied and the effects compared to established test data obtained from cold-formed steel sections subjected to either bending or compression. For these sections a suitable and completely general parameter describing the imperfection amplitude, e0t, of a plate of thickness t is shown to be e0=0.2σy/σcr in which σy is the yield strength of the plate material; σcr is the theoretical local buckling stress of the equivalent ideal plate and is a direct function of its width to thickness ratio. This parameter is recommended for the design of cold-formed steel sections against local buckling.
Subject Headings: Plates | Cold-formed steel | Geometrics | Parameters (statistics) | Post buckling | Compression | Thickness | Strength of materials
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