This paper presents an investigation of the current web compression buckling provisions in AISC specifications section J10.5. The current equations used to check the limit state of web compression buckling were based on beam-column joint tests performed in the 1970s. They were primarily developed to preclude the buckling of the column web in beam column joints of moment resisting connections and were derived based on the elastic buckling of a square panel simply supported on four sides. Accordingly, the width of the applied load is not a variable in the equation. This study proposes a modified equation which accounts for variable load width to section depth ratios. Several wide flange sections are investigated using non-linear finite element analyses to examine their behavior to failure when subject to concentrated loads. For each investigated case a coefficient is provided which can be used together with the proposed equation to more accurately check the limit state of web compression buckling in various loading configurations.
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