Shear Walls/Foundation At Corners
Shear Walls/Foundation At Corners
(OP)
How are you guys going about analyzing the foundation at the corners of buildings for shear walls? I've usually assumed that the wall wouldn't over-turn due to the fact that it would have to take everything behind it, but I'm not sure that is the correct way to go about it anymore.
Anyone have suggestions? How much wall/foundation around the corner can you use in your stability calcs?
Thank you,
D
Anyone have suggestions? How much wall/foundation around the corner can you use in your stability calcs?
Thank you,
D






RE: Shear Walls/Foundation At Corners
This is totally a case by case basis, and depends on the exact type of walls and foundations, not to mention the loading of course. You can tie walls together specifically like in tilt-wall construction with plates/angles, or with CMU you have a certain amount of that inherent in the sawtoothing or with a tie column at the corner. That may be OK for smaller loads. If the overturning is high enough I will design the foundation to carry a segment of the return wall, or detail my wall in such a way to act as unit, or both. However you detail it is how it is going to work, I know that is oversimplification but you get the gist....
If you are talking about wood frame I take care of this at the foundation level.
RE: Shear Walls/Foundation At Corners
I am referring more to wood shear walls. It's a bit of a curiosity as the loads generally aren't too high but would like to have my calcs be a little bit more accurate.
RE: Shear Walls/Foundation At Corners
So just tie them together to keep everything straight and happy. You might have a bit of straight line deflection in the walls - but again I would expect it to be minimal.
RE: Shear Walls/Foundation At Corners
RE: Shear Walls/Foundation At Corners
RE: Shear Walls/Foundation At Corners
You might be, but you might not be. As A2 noted, this is completely project dependent (loads, wall layout, wall lengths, DL's on each, etc..).
RE: Shear Walls/Foundation At Corners
I have done what you suggest in the same shear wall, many times if you have equal segments the net uplift would be zero, say at a door opening...