huangyhg

type ii connections
does the ibc2000 still permits using aisc - type ii connections to resist lateral loads (seismic / wind). an engineer in our office is looking at using these for a new building to be built in seismic design category "c". these connections do not meet the sesimic detailing requirements of aisc & hence it is planned to use an r value of 3 per ibc2000.
also, the way he is planning to detail these connections is by providing a bottom angle, double web angles and providing additional rebars in slab around the column (this is inlieu of a top angle or a top plate). i have concerns on how this connection works especially when the connection goes through stress reversal under seismic loads.
has anyone used these type of connections? as i have not found any literature on this kind of connections i have serious concerns on how it behaves.
appreciate your thoughts on this issue.

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