should cracked section be used for wind drift calculation?
should cracked section be used for wind drift calculation?
(OP)
When checking the drift of high rise building with concrete shear wall under wind, should the cracked section (ACI 318-05 10.11.1) be used? Are these cracked section factors for strength design only or for both drift check and stregnth check?
Thanks
Thanks






RE: should cracked section be used for wind drift calculation?
RE: should cracked section be used for wind drift calculation?
RE: should cracked section be used for wind drift calculation?
Then I'd also be sure to include drift in the wall from both flexural deflection and shear deflection in the wall. We've had some threads here before that discuss the equations that go into including both these effects.
But using Icr instead of Ie would certainly be conservative - just don't use Ig.
RE: should cracked section be used for wind drift calculation?
It's found in SP-240, "Performance-Based Design of Concrete Buildings for Wind Loads" by ACI.
RE: should cracked section be used for wind drift calculation?
As WillisV states, you can look at the wall stresses from your analysis. If you are using ETABS, you can look at the stresses in the wall and set your stress limits in the viewer. Any stress above the specified limit will be shown in the color of your choice. This will help to determine the stresses.
I think the important thing that has not been addressed is the cracking in the slabs. If the slabs are using a linking element between the core walls and the perimeter columns, it is very important to account for cracking. I have seen 0.5 Ig being used for PT slabs and 0.35 Ig for RC slabs.
@Whiffle: Thanks for the paper information. I will try to get a copy of that.