I am working on a 2 story Rectangular Masonry Building and the first floor has 8" Hollow core slab with 2" topping. I am currently modelling the structure in RAM and considering the Hollow core slab system as a rigid diaphragm. I don't need to design the Hollow Core slab but I still need the diaphragm forces distributed properly to my shear walls. I am modelling the floor as a regular 8" concrete slab as a rigid diaphragm. Will this work or is there a better way of going about this.
Thank you