Search results for query: *

Hi All, For a steel building i am looking at, i have 40 wind load cases and 10 snow load cases. When applying the following load combination 1.2D + 1.6S + 0.5W, does this mean i need to consider 400 loadcases? I really hope not! Thanks, Anthony

I just did a 2,700 node plate model and i cannot replicate the results of the paper. Instead i just get a geometric axis buckle with no coupling (at about 27 kips)! Has anyone seen equations similar to the ones derived in the AISC paper in any other textbook or any other online resource?

Both programs implement the Euler-Bernoulli Theory. Any ideas on how i know if they consider this or not?

I understand that bending about the X-axis will produce deflections in the X and Z axes. This allows me to merge steps 3 and 4 of what you described earlier. We know that Mz=E*Iz*v''+E*Izx*u''. The only case where i expect that Mz to be non-zero is when there is a mid-restraint forcing...

Thanks KootK, at step 3, the moment about the X-axis creates moments about both the major and minor principal axes. But does it create a moment about an orthogonal geometric axis? I wouldn't have thought that it will do that. I am finding that i cannot pick it up in a linear buckling analysis...

To the best of my knowledge, the Australian code does not give any guidance on how to conduct a systematic risk assessment.

But isn't Ixy =0 only when it is aligned with the principal axes? I would have thought Ixy would equal 0.5 * (Ix -Iy) when the section is rotated at 45 degrees.

Strand7 showed a buckle about the geometric axis, however, i was still a bit concerned given what the AISC article talked about.

Hi hetgen, This is what the Australian Building Code calls for. It sounds that you are not from Australia but this might be a good starting point.

Thanks Guys for all your responses, gravityandinertia and WARose - if you look at my attachment, you will see that i have a restraint mid length of the column that is 45 degrees to the principle axes. Therefore, it is not possible for the first mode to be a pure principal axes buckle. WARose...

Hi all, I have been having difficulties working out axial buckling about non-principal axes. I have come up with an example to illustrate my question (please see attached). Suppose we have a simply supported column under compression only with a midpoint restraint about a non-principal axis. I...