Drift limit of steel moment frame for wind load

[StrEngJim]

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.

 

[KootK]

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

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[JAE]

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

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[WillisV]

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

 

[haynewp]

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.