Shear capacity (Columns: AS 4100)

Tekla Structural Designer
Modified: 1 Jun 2023
2024
Tekla Structural Designer

Shear capacity (Columns: AS 4100)

The shear check is performed according to AS 4100 clause 5.11.

For rolled and welded I- and H-sections, and for channel sections, an approximately uniform shear stress distribution is assumed when calculating major axis shear capacity (to clause 5.11.2). For these same sections a non-uniform shear stress distribution is assumed when calculating minor axis shear capacity (to clause 5.11.3), with a shear stress ratio f*vm / f*va = 1.5

For hollow sections a non-uniform shear stress distribution is assumed when calculating both major and minor axis shear capacity (to clause 5.11.3). For a CHS section the nominal shear yield capacity is taken per clause 5.11.4, while RHS and SHS sections assume a shear stress ratio f*vm / f*va = 3 * (2 * b + d) / [2 * (3 * b + d)] for major axis shear capacity and f*vm / f*va = 3 * (2 * d + b) / [2 * (3 * d + b)] for minor axis shear capacity.

Shear buckling

For rolled and welded I- and H-sections, and for channel sections, about the major axis, and also for RHS and SHS sections about both axes, when the shear panel depth to thickness ratio exceeds 82/√(fy/250) then the shear buckling capacity will be calculated per clause 5.11.5.1 assuming an unstiffened shear panel.

Note that for rolled and welded I- and H-sections, and for channel sections, fy will be taken as the yield strength of the web based on tw.

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