I'm designing a 2 story steel framed building with moment frames each direction on the east coast which could end up in either SDC C or D. The frames use HSS square 77" columns and wide flange beams for the frames. Assuming it is SDC C, would I be able to use R=3 and treat this as a non-seismic design application? Under what conditions?
If not, for R>3, would I be able to use HSS columns in the moment frames and satisfy the requirements of AISC 341?
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