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Moment frame drift due to wind

Moment frame drift due to wind

Moment frame drift due to wind

(OP)
I'm sure this has been posted before but I can't seem to find any old posts.  What are people using for drift limits for moment frames loaded from wind?

RE: Moment frame drift due to wind

This depends mostly on what your cladding system is as this is more of a serviceability issue.  Look at AISC Design Guide #3 (Serviceability Design Considerations for Steel Buildings) pages 38-42 for some good recommendations.
Also, when checking drift you should use the ten-year wind, not the 50-year wind that you use when you check strength.
If your wind speed is 90-100 mph, the 10-year wind is .84*50-year wind, and you should use 0.71*50-year wind FORCES (since V is squared in the force equation - 0.84*0.84 = 0.71).
If your wind speed is >100mph, the 10-year wind speed is 0.73*50-year wind speed and the factor for forces is 0.53*50-year wind FORCE (0.73*0.73 = 0.53)

RE: Moment frame drift due to wind

The type of cladding (or other controlling features such as cranes)has a great deal to do with determining the appropriate limits: glazing, brick, gyp and studs, metal wall panels, etc.

You might also take a look at ASCE 7-02, CB1.2.

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