Hello guys, I am working on a soft story seismic retrofit of two story building apartment with a tuck under parking on the first level. The solution that I am using is steel moment frame at the carport. Should I design the shear, moment connections and the foundation based on the assumption of plastic deformation at the beam and column? I am confused because on a book, It says that since the ductility of the LFRS above the steel moment frame is pretty low compared to the steel moment frame system, then the building will likely have severe damage before the yielding of the frame.
Thanks for your help
Thanks for your help