Punching Shear - Ground Anchors & Precast Panels

[Bridge1892]

I am working on a project where we need to rehabilitate an existing metal bin wall with ground anchors tying back precast panels. The project is very similar to the one outlined in the following paper:

http://conf.tac-atc.ca/english/resourcecentre/readingroom/conference/conf2009/pdf/Elholm.pdf

One of my concerns is punching shear of the precast panel as the ground anchors they are being post-tensioned, especially since they will need to be stressed to 80% of their yield or ultimate strength (depending on grade of bar). They note this in the article as the factor that governed their wall thickness.

I was wondering if someone could point me to the proper section of ACI, AASHTO, etc. for evaluating the punching shear resistance. I looked at ACI Appendix D regarding anchoring to concrete, I am not really sure this is correct for a grouted ground anchors. Furthmore, using an equation for a pile punching through a footing or a column through a slab does not seem correct....


Thanks in advance for any help!

 

[KootK]

I think that this is what you're looking for:

The greatest trick that bond stress ever pulled was convincing the world it didn't exist.

 

[Ingenuity]

For ACI 318 that would be clause §11.12.2 — the design/capacity of a slab or footing for two-way shear action. However, ACI 318 is a code for building structures/elements, and for your retaining wall application AASHTO is more applicable - similar principles but different load and capacity reduction factors.

 

[Ingenuity]

...well §11.12.2 is correct for ACI 318 2002, but I think KookK has the current code clause number correct (2011 or 2014)- same equations, different clause #'s.