AISC 341-05 Seismic Provisions 8.2b table I-8-1 for rectangular HSS: b/t or h/tw is limited to .64*sqrt(E/Fy).
I guess I could research this myself, but probably getting lazy. I specified an HSS 5"x5"x1/4" stub column sticking out of the top of a concrete column to carry a light framed canopy load. The DSA plan check engineer, (California school), says that it is "not seismically compact." Where do I find out what sections are and are not comact, (AISC 13th edition?)?
Thanks in advance,
Larry Hauer, S.E.