Drift limit of steel moment frame for wind load
Drift limit of steel moment frame for wind load
(OP)
To my knowledge, ASCE 7-10 doesn't specify the drift limit for wind load.
What is the industrial standard or recommendation for drift limit of steel moment frame against wind load?
1/100 or 1/200?
I'm using Allowable Stress Design.
This area is governed by wind load, not seismic load.
Thanks for your input.
What is the industrial standard or recommendation for drift limit of steel moment frame against wind load?
1/100 or 1/200?
I'm using Allowable Stress Design.
This area is governed by wind load, not seismic load.
Thanks for your input.






RE: Drift limit of steel moment frame for wind load
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.
RE: Drift limit of steel moment frame for wind load
They have a table for various types of cladding, etc.
Check out Eng-Tips Forum's Policies here:
FAQ731-376: Eng-Tips.com Forum Policies
RE: Drift limit of steel moment frame for wind load
Year wind is typical
RE: Drift limit of steel moment frame for wind load
PMB manufacturers will push it a lot more than that for single story, metal panel type of building without partitions. I've seen H/120 before under service wind. It depends on if it is multi-story or not, what the façade type is, crane in the building or not, interior partitions or not....
DG3 is what most engineers go by that I know. It has up to H/60 for metal panel buildings.