Wind Drift

[dougantholz]

Does anyone have a standard for the allowable story drift of a building subject to main wind forces? I am looking for a standard and refrences. I have used L/400 for the 10 year wind (71% of the design wind). Does this sound reasonable/too high?
Input, as always, is appreciated.
-Doug

 

[BantrelStructural]

This is consistent with the Canadian codes, but when cladding materials are not able to handle large movements, h/500 may be the necessary limit, and crane columns can require more restrictive limits if crane manufacturer's tolerances so dictate.

 

[JAE]

Try the AISC Engineering Journal, First Quarter 1993.

They have a nifty table outlining all sorts of drifts based on exterior cladding and supporting frame.

This is not code required in the U.S. for wind. Your L/400 is in the ballpark....we've used L/500 for catch-all checks.

 

[Murali27]

Hi JAE

You are right. With respect to High Rise Buildings.
What are the load combinations need to used in checking Serviceability?.
I am checking with the following combinations

1. As per ASCE7-98 (Commentary Appendix B) says that
Dead Load + 0.5 Live Load + 0.7 Wind Load to use.

2. Dead Load + Wind Load

Drift ratio is being checked as

0.15"/Height of corresponding story ( For the lateral displacements higher of the above two combinations)

Let me know what checks you perform on this Lateral drift aspect.

Your Input, as always, is appreciated.