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
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
