ASCE 7-05 Wind - Drift

[Corey7320]

I have a tall (300ft) and somewhat slender building and want to get input on drift criteria. The building is in a high seismic area as well. I can easily satisfy the l/400 drift for wind at the center of mass, but for the torsion wind cases the corners of my building exceed the l/400 suggested limit. Being in a high seismic area the building can have a 2.0% story drift by code so the clading must handle this displacement which is much larger than the wind limit. To satisfy the wind limit at the corners i would have to stiffen up the building beyond what is needed for seismic. Is this the correct approach?

Thanks,

 

[DST148]

Drift limits in AISC - Design Guide No. 3
H/60 - H/100 for metal panels
H/100 for precast concrete
H/200 for reinforced masonry - can be reduced to H/100 with proper detailing.
All the above criterion are for a 10-year wind loading.

 

[cap4000]

Hi-rises like yours are designed for H/500 to H/600 using a 20 year MRI. Also you have to limit the interstory floor to floor drift to h/400. These are very subjective but I think you are on the right track with your approach.