Lateral Deflection
Lateral Deflection
(OP)
Most building code requirement for lateral deflection of buildings is to limit the storey drift to H/500. However it is unclear if this limit is based on the worse orthogonal direction or the resultant of the two orthogonal directions (resultant of X and Y deflection). What is you thought on this?






RE: Lateral Deflection
I can't comment on the applicability of this thought to seismic however as I'm not experienced with any seismic design.
RE: Lateral Deflection
RE: Lateral Deflection
Seems like a ton of additional factors to work out and account for just for it not to govern in the end.
RE: Lateral Deflection
RE: Lateral Deflection
Any load case that you evaluate for strength should be evaluated for drift. Conversely, any load case not evaluated for strength need not be evaluated for drift. Let your governing building code be your guide in that regard.
The greatest trick that bond stress ever pulled was convincing the world it didn't exist.
RE: Lateral Deflection
Without code requirements, engineering judgment should be used to consider non-orthogonal load cases for drift. If there is something that is sensitive to drift or the building has extreme torsional irregularities, it might be worth looking at the wind load cases in ASCE 7-10 figure 27.4-8. It includes case combining 75% from both direction as well as some torsional load cases.
RE: Lateral Deflection
RE: Lateral Deflection
RE: Lateral Deflection
RE: Lateral Deflection
RE: Lateral Deflection
BUT BUT BUT in paragraph 36, it is clearly stated that unbalanced load do not apply to low height building designed using fig. I-7. Are those unbalanced load and partial loading the same things... I am honnesly not sure how to interpret this (does this mean case partial load case C & D or partial load cases B,C & D ???)
RE: Lateral Deflection