Tall Shear Wall
Tall Shear Wall
(OP)
Has anyone here ever had any experience designig very tall shear walls? I have walls on a private airplane hanger that we are designing that are 20' x '5'3" wide. The framing is 2" x 6" SYP. We have structural sheathing on both sides. The chords have been the problem. I decided to use steel tubes as the chords. I have bearing plate on the top and bottom to spread the load out on the top and sill plates. On the outsite of either tube I have 3" framing to nail to. The anchors for the chords are being tied directly to the foundation.....Any thoughts or anything your would specifically look at?






RE: Tall Shear Wall
A couple of alternatives to think about:
1) Moment frame(s)
2) Ignore the slender panels and perform a rigid diaphragm analysis to transfer the loads to the other three sides of the building, assuming you have some solid panels to work with there.
RE: Tall Shear Wall
Thanks
RE: Tall Shear Wall
I am sure you are right, but it sounds crazy to me.
A portal frame will be much more flexible than the 3.8 to 1 shear wall with steel tube chords.
This is the problem when you try to have codes that cover everything, you end up with inconsistencies.
RE: Tall Shear Wall
My concern is with inconsistencies between strength and rigidity: I assume the other sides of the building have mostly solid walls. If that is the case, much of the lateral load will distribute to the other more rigid walls before the slender shearwalls deflect enough (rigidity) to take the load they were designed for (strength). When the roof diaphragm is not designed for this action, you can end up with portions of the diaphragm being overloaded.