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moment frame conn. per FEMA

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I have designed a one story steel-framed mezzanine with braced frames in one
direction and monent frames on the other direction. These moment frames are
not part of the primary building frame system. The moment frame member design
is governed by seismic load and the Rw used was for OMRF, but the final member
sizes are based on drift limitations (since a pinned base was used the drift
is high, even under low seismic forces). 

Considering FEMA 267 moment connection design guidelines, the criteria apply
to all SMRF structures designed for eathquake and OMRF structures located
in...seismic zones 3 and 4. Light single story buildings, the design of which
is governed by wind need not consider this interim guidelines. 

Do the moment connections need to comply with FEMA guidelines or can the
connection be designed for 3Rw/8*the prescribed lateral forces. Is there
another alternative to design this connection?