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Drift limit of steel moment frame for wind load

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.

RE: Drift limit of steel moment frame for wind load

In North American practice, it always seems to be H/400 to H/500. I haven't done enough industrial work to know if relaxations are available for industrial structures. You may find this document, posted here previously by JAE, useful: Link

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

AISC Engineering Journal (First Quarter, 1993)
They have a table for various types of cladding, etc.

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RE: Drift limit of steel moment frame for wind load

AISC DG 3 - H/400 to H/600 under 10
Year wind is typical

RE: Drift limit of steel moment frame for wind load

I think the OP meant "industry standard" and not "industrial".

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.

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