SEISMIC RETROFIT- SOFT STORY
SEISMIC RETROFIT- SOFT STORY
(OP)
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





RE: SEISMIC RETROFIT- SOFT STORY
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RE: SEISMIC RETROFIT- SOFT STORY
RE: SEISMIC RETROFIT- SOFT STORY
RE: SEISMIC RETROFIT- SOFT STORY
1) Design the moment frames in the usual way treating the upper stories as essentially a rigid mass. Maybe allow hinge formation in your columns rather than your beams if that is not prohibited by local codes.
2) Investigate the upper stories for the lateral load associated with overstrength mechanism formation in the moment frames. In a new building, this would be tantamount to capacity designing the upper floors to the yield strength of the lower floor.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.