huangyhg

high rise drift
i am trying to get a handle on hi-rise drift and i have two questions considering a 500ft building w/ concrete shearwalls:
1. is 3/8" interstory drift too strict for hi-rise buildings with shear walls? what is more appropriate for hi-rise?
2. is it appropriate to evaluate 10-year storm drift using something greater than the aci 0.35 cracked factor?

1. i would look at using around h/400 if that is what 3/8" works out to
2. you are allowed by aci to multiply the standard inertia reduction factors by 1.43 (section r10.11.1) for service analysis.
typically on taller buildings, the gravity loads are so high that they really help to negate the tension created in walls due to moment. i think it is common to run walls as uncracked.

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