prsconsultant
Structural
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.
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.
