Hi there,
Currently I am trying to determine the strength of a single angle subjected to axial compressive load. Due to connection eccentricities moment will be generated.
Now as per F10, AISC 360 if there is no continuous lateral resistant along the length of the member, then we are allowed...
In addition to the above comment please go through commentary F9 of AISC 360-16, and read the paragraph near equation C-F9-3. That might be helpful as well.
Thanks everyone for the input.
I conclude that I can assume the WT section as a plate (that is its flange element) by ignoring the contribution from the stem along its weak axis bending. And I can conservatively use section F11 of AISC 360.
Hello there,
I need to know how I should evaluate the strength of WT section along its weak axis. AISC 360 doesn't talk specifically about it.
Just to clarify you little bit about the problem, I am currently trying to design the WT vertical bracing member, and typical connection will be bolted...
