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AISC 341 SCBF Connections

AISC 341 SCBF Connections

AISC 341 SCBF Connections

(OP)
In section F2.6c(b) of AISC 341-10, one of the limits on the SCBF connection requirement is "(b) The maximum load effect, indicated by analysis, that can be transferred to the
brace by the system.".

An example of the maximum load effect that can be transferred is when the forces to the connection are determined by using R=1 for the structure. See answer to #4 on OMF connections:
http://www.modernsteel.com/Uploads/Issues/November...

The commentary for OMF connections is: "(b) The second option permits design of the connection for the maximum moment
and shear that can be transferred to the connection by the system. Factors that can
limit the forces transferred to the connection include column yielding, panel zone
yielding, foundation uplift, or the limiting earthquake force using R = 1"

Is there any reason not to apply this same limiting example that AISC gives for OMF connections (using R=1) to SCBF connections? What if the entire system is designed to remain elastic (R=1), this is still the limit that can be delivered to the brace by the system under the limiting earthquake force.

I am asking because I have a structure that does not fall into any of the standard R values given by ASCE for building structures and is closer to a non-building multiple legged tower structure but does have occupants.



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