I am confused as to why you would be using AISC 341 for the design of an ordinary steel moment frame. Since you are using OMF's you must be in seismic design category C or lower. (They are not permitted in Category D or higher). If you use an R=3 instead of R=3.5, you can avoid using AISC 341...
Dave,
I think there's 2 different issues here. First off, I already am using MWFRS wind loads to design the bracing system. My error appears to be in the application of the MWFRS parapet wind load. After rereading section 6.5.12.2.4 of ASCE7-05, I realize that the pp is already a combined...
Well I may have mispoke slightly in my original post. I'm technically not adding my windward and leeward pressures. I am subtracting them, but my leeward pressure is negative, which makes the overall result additive (28.2 psf - -18.2 psf) = 47 psf.
I could see the logic in classifying the...
I am designing the lateral bracing system for a rectangular building (approx. 200'x 160'x 40' tall). Seismic deisgn does not apply for this building. The roof has a 90'x90'x 8' tall U-shaped screen wall around the hvac units (no roof over the units). My coworkers and I are debating the proper...
