Punching Shear
Punching Shear
(OP)
I am looking for information on calculating punching shear on a non-reinforced masonry wall. In calculating the load capacity of a soil anchor used to tie back a basement wall, the capacity of the wall due to the anchor plate punching through the wall is what I need. I have scoured the internet and research papers, but have not found anything. Any information would be appreciated.






RE: Punching Shear
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: Punching Shear
http://www.nceng.com.au/
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RE: Punching Shear
I agree with KootK, the anchor plates have to be at least large enough so you can’t punch through a face shell. And, they should be located in such a way that they bring several cross shells into play, and even better several blocks both in terms of the block run length and in terms of several courses high. Otherwise, you have to use some more significant load spreading device such a Rowingengineer suggests. A light stl. channel, 3-4' high can be hidden nicely in an exterior found. wall finishing scheme. Then, you are left with making some engineering judgement about the gravity load on the wall (bed joint friction) and bond strength of the joints; so that you don’t just pull one or two blocks in a course, or three blocks in two courses out of the wall. It probably won’t be quite as clean a break as that, but that’s conservative. I would likely only consider the two bed joints on each block.
RE: Punching Shear
http://www.icc-es.org/Reports/pdf_files/ESR-2682.p...
RE: Punching Shear
RE: Punching Shear
RE: Punching Shear
RE: Punching Shear
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: Punching Shear
In your case, this may not be applicable (as it may all transfer as a shear). The critical perimeter for the shear is the bracket size + d (per side). So that assumes the bracket is stiff enough to do/engage that (you should be sure your plate or whatever is). The allowable shear stress used is the normal allowable for flexural stress in masonry. The problem doesn't really check the anchorages (in masonry), but that is simple enough (per current codes). (Another difference is: the problem involves a (vertically) reinforced wall.)
RE: Punching Shear
BA