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?
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