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Buckling of steel columns under arbitrary end loads
Differential equations of inelastic bending of cantilever columns are solved by numerical marching procedure; curvature functions are derived for elastic-perfectly plastic material and side-flange or box sections; critical load slenderness ratio relationships are determined numerically and approximated by semiempirical equations; interaction equations are applied to analysis of columns of various support and loading conditions; numerical examples are given, and results compared with those obtained by other methods.
Buckling of steel columns under arbitrary end loads
Differential equations of inelastic bending of cantilever columns are solved by numerical marching procedure; curvature functions are derived for elastic-perfectly plastic material and side-flange or box sections; critical load slenderness ratio relationships are determined numerically and approximated by semiempirical equations; interaction equations are applied to analysis of columns of various support and loading conditions; numerical examples are given, and results compared with those obtained by other methods.
Buckling of steel columns under arbitrary end loads
ASCE -- Proc (J Structural Div)
Lee, S.L. (Autor:in) / Hauck, G.F. (Autor:in)
1964
22 pages
Aufsatz (Zeitschrift)
Englisch
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