Local Buckling Behavior of Plate Elements

by J. M. Cohen, Carnegie-Mellon Univ, United States,
T. Pekoz, Carnegie-Mellon Univ, United States,

Document Type: Proceeding Paper

Part of: Building Code Requirements for Masonry Structures (ACI 530-88/ASCE 5-88) and Specifications for Masonry Structures (ACI 530.1-88/ASCE 6-88) (ACI 530.1-88/ASCE 6-88)


In the elastic post-local buckling range, the stress distribution across the width of compression elements of light gauge steel shapes is nonlinear. For code implementations, these stress distributions are approximated by semi-empirical effective width equations. The effective with equation of Winter for stiffened elements subjected to uniform compression serves as a basis for the development of effective width equations for other compression elements. The definitions for an existing set of effective width criteria for edge stiffened compression flanges are clarified. For locally unstable beam webs, effective depth equations are developed from calibrations to experimental data.

Subject Headings: Stress distribution | Steel structures | Compression members | Structural safety | Structural stability | Strength of materials | Steel plates

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