huangyhg

modifications to fema 350 connections
all of the prequalified fema 350 connections have the column running up so, by implication, they do not apply at the roof where the column stops at the top of the beam. how do other engineers utilize these connections at the roof?
for wuf-b, wuf-w, ff, and rbs connections, where the beam top flange is welded to the column flange, can the column cap plate serve as the continuity plate even though it may be a couple of inches higher than the beam flange? or do you weld directly to the cap plate and design the cap plate to column weld to transfer this force?
also, for wfp and bfp connections, where a beam top flange is used, can this plate continue over the column and serve as continuity plate also?
are any of these modifications expressly allowed by fema 350 or aisc? what are other engineers doing?
one clarification in my question. the phase in the third paragraph should read "where a beam top plate is used", not "where a beam top flange is used".

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