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Having not posted anything to the list server in many months, I could not 
help but "weigh-in" on this discussion (pun intended).  Our office uses 
nothing but "allowable stress design" and has since 1981.  We find that many 
times, our design is governed by deflection, not stress.   We check 
deflection at two stages, immediately after the mud is poured and then for 
total deflection.  For "mud load" deflection, we try to limit the deflection 
to 1/2".  Often times, rather than camber a steel member, we will increase 
the member size by a few pounds to limit the deflection.  In the discussion 
to date, I haven't read how deflection and floor vibrations play a role in 
sizing the steel members.  We also design and detail all our steel 
connections on the structural drawings then review the shop drawings to help 
ensure the contractor is interpreting the drawings as intended by our design.

Not that this is necessarily the best way to design, but ASD gets my vote.  
Also, when it comes to the foundation design, you have to track two sets of 
different load factors.  Yes, we do design concrete by ultimate stress 
design.  We are definitely middle-aged engineers, but not real old-timers, 

Greg Showerman, S.E.
Modesto, California

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