I am using ETABS Auto Wind with ASCE7-10 for 4" cover on 2" deck composite floor system, with a roof that has a 1.5" roof deck (no slab on roof). Wind load is based on diaphragm extent. I intend to ONLY model the lateral elements (perimeter walls), but NOT the interior steel framing...
jayrod12, thanks for your reply.
When you said "Cr", did you mean Fcr, or something else?
As for Mr, I believe you mean the required flexural strength per Ch. H of AISC. So that is clear, unless you say otherwise.
Hi,
I'm designing a 12-ft long rectangular HSS beam (say, HSS 12x4) with axial load and the beam is also connected to a slab through shear studs on the top flange. So you can see the top flange is well restrained.
For axial load check, do I consider the HSS unbraced in the weak direction? Or...
