Wide Flange Weak Axis Shear Capacity
Wide Flange Weak Axis Shear Capacity
(OP)
I'm looking at a wide flange beam loaded about its weak axis and attempting to calculate the shear capacity. Is the correct method of analysis to substitute bf/tf in all of the web shear coefficient calculation equations? I am looking at AISC G.7 which refers back to G.2. The way I am reading this is to calculate the shear capacity of each flange (using Phi = 0.9) and add them together to come up with the full weak-axis shear capacity. I just want to verify that I am using the correct ratios for the flange slenderness calculations.






RE: Wide Flange Weak Axis Shear Capacity
RE: Wide Flange Weak Axis Shear Capacity
RE: Wide Flange Weak Axis Shear Capacity
RE: Wide Flange Weak Axis Shear Capacity
That's a really long way of suggesting you connect the flanges to the supporting member.
RE: Wide Flange Weak Axis Shear Capacity
I do not often see this taken into account except in wood.