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The use of the effective area Ae in Equation 6.75 is to reflect the effect of local buckling on the reduction of column strength. In Equations 6.76 and 6.77,

where Fe is the least of elastic flexural buckling stress (Equation 6.72), torsional buckling stress (Equation 6.73), and torsional-flexural buckling stress (Equation 6.74), whichever is applicable.

Concentrically loaded angle sections should be designed for an additional bending moment in accordance with section C5.2 of the Specification [7].

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