Post-installed anchors in stemwall
Post-installed anchors in stemwall
(OP)
I have found myself trying to get some post-installed anchors to resist uplift in existing foundation stem walls many times over the years and it is always hard to do. The numbers from ACI 318 App. D just don't work out to where you can resist more than 2500 or 3000 lbs in tension or shear without blowing out the side. Forget about it if you have to resist 3000 lbs in tension and shear. What solutions have you guys come up with where you have to resist more than this?






RE: Post-installed anchors in stemwall
With longer wood shear walls, I've argued that the boundary tension and compression loads are shared by two stud packs at the ends of each wall rather than one. If those packs can be separated such that the anchor breakout cones don't intersect, you can cut the demand down a fair bit.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Post-installed anchors in stemwall
RE: Post-installed anchors in stemwall
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Post-installed anchors in stemwall
RE: Post-installed anchors in stemwall
RE: Post-installed anchors in stemwall
RE: Post-installed anchors in stemwall
http://submittals.us.hilti.com/PIR_Guide/files/ass...