two way shear on elevated slab
two way shear on elevated slab
(OP)
I am trying to evaluate 2-way shear in a thin mildly reinforced elevated slab. The equations I have (see attachment) reference a soil pressure factor (R). I believe it would be correct to treat this equivalent to 0 in this case. The reference comes form Lindeburg's PE review book, as I cannot find the specific ACI reference to punching shear. Can anyone tell me whether it is correct to leave out the R factor when evaluating an elevated slab, or where ACI references punching?
Please forgive the naivete, I do not typically design slabs/footings...
Please forgive the naivete, I do not typically design slabs/footings...






RE: two way shear on elevated slab
RE: two way shear on elevated slab
RE: two way shear on elevated slab
RE: two way shear on elevated slab
RE: two way shear on elevated slab
I am intrigued. Why wouldn't you take the shear at the bo perimeter?
I agree that unbalanced moments need to be accounted for.
RE: two way shear on elevated slab
BA
RE: two way shear on elevated slab
RE: two way shear on elevated slab
Whether anyone bothers to do it is another matter.
BA
RE: two way shear on elevated slab
If you are calculating punching shear failure, there are several options:
-drop panels (PS make the extra slab depth = a true common wood size, the contractor will appreciate it)
-column capitals
-shear rails in the slab
RE: two way shear on elevated slab
RE: two way shear on elevated slab