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Reentrent Corner diaphragm

Reentrent Corner diaphragm

Reentrent Corner diaphragm

(OP)
I have a 180x80 building with a 40x40 section at one end.  I therefore have a reentrant corner irregularity.  The diaphragm is idealized as rigid, concrete over metal deck.

Per ASCE 12.3.3.4 I have to increase my diaphragm loads by 25%.  My question is whether I have to increase the loads to the entire diaphragm or just in the area of the discontinuity.  Also, do I increase the minimum diaphragm loading of 0.2Sds (12.10.1.1) by 25% or can I increase the analysis loads by 25% and compare to the minimum?

Thank you,
Larry

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