Building drift due to WIND Pressures 2

[honat]

Is there a building code which specificaly addresses and specifies allowable building drift from WIND pressures, similar to the drift from Seismic or earthquake horizontal loads as stated in all the building codes?
If so which code?
If not what are some suggestions to tackle this issue?

 

[WillisV]

No. Drift due to seismic loading is specifically codified as it is a stability issue under ultimate loading conditions. Drift due to wind is normally checked at service level loads and is not really a strength consideration (and therefore not codified as it depends highly on the finishes used and the expectations of the owner etc. as to what one considers serviceable).

There are several references to give you some guidelines though. The Commentary to ASCE 7 has a section on serviceability. Also AISC Design Guide 2 is a good resource.

All that being said, a drift limit of h/400 to h/600 under a 10-year return period is common.

 

[structuresguy]

Actually, I think you meant AISC Design Guide #3 "Serviceability Design Considerations for Steel Buildings".

The ASCE 7 commentary to Appendix B suggests using 70% of the design wind pressure for serviceability drift check, which is approximation of 10 year wind event, as shown in their recommended load combination:

D + 0.5L + 0.7W

where W is the full design wind pressure.

THe drift limits that WillisV listed are the generally accepted limits for wind drift, except you may need tighter drift control if you have brittle wall cladding.

The AISC design guide recommends 75% of the full wind pressure for drift check.

 

[WillisV]

Yup meant DG3.