Story Drift Due to Wind
Story Drift Due to Wind
(OP)
I am in the process of evaluating a warehouse building that has been framed with multi beam and column lines. The beams and columns were designed as moment frames. The exterior building has been framed with light gauge metal studs (w/slip connections)and gypsum sheathing. Attached to the metal studs is a brick veneer.
I've gone around and around about wind drift limitations. I know the IBC gives limitations to seismic story drift but doesn't address wind. I feel the seismic drift limitations are pretty liberal for a building that has a gypsum interior finish with an exterior brick finish.
What are your thoughts?
Thanks much!
I've gone around and around about wind drift limitations. I know the IBC gives limitations to seismic story drift but doesn't address wind. I feel the seismic drift limitations are pretty liberal for a building that has a gypsum interior finish with an exterior brick finish.
What are your thoughts?
Thanks much!






RE: Story Drift Due to Wind
- (eave height)/250; and
- (bay spacing)/100.
RE: Story Drift Due to Wind
RE: Story Drift Due to Wind
RE: Story Drift Due to Wind
RE: Story Drift Due to Wind
I also see where the authors of DG 3 recommend 75% for 10-year wind. Is my math above incorrect or is there just conflict/disagreement in general about how to obtain 10-year winds from 50-year winds? Maybe I'm just missing something somewhere but I can't find it.
RE: Story Drift Due to Wind
I don't have a copy of ASCE 7-02. In the commentary to appendix B, do they have an equation where they factor the wind load by 0.7? In ASCE 7-98, equation CB-3 reads D+0.5L+0.7W. When I check deflections with wind I don't factor the Live load by 0.5, I just multiply my 50 year wind load by 0.7 because it's quick and conservative.
RE: Story Drift Due to Wind