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slab to stemwall connection

slab to stemwall connection

slab to stemwall connection

(OP)
I have a typical case were you have a slab-on-grade connected to an 8" concrete stemwall. The slab will turn down 8" and rest on top of an already constructed 8" wide stemwall. The slab will be connected to the wall with #4 dowels. My force at the top of the wall (due to soil pressure) is 500 lbs/ft. Do I look at the connection of the slab to wall as a shear friction instance and design the reinforcing for this case and develop the reinf. on each side of the "shear plane"? Seems there might be a possible crack where the slab begins to "turn down" to the top of the wall...would I check the rebar to make sure I have adequate development length into the slab from this possible crack location? These are typical "L" shaped dowels, but just wanting to confirm how to design the spacing and the lengths of each leg. Thanks.

RE: slab to stemwall connection

Yes, I believe that you're on the right track brave. However meeting code development length provisiosn for your shear friction bars may be an issue. See my June 2nd post in this thread for additional discussion: Link

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

RE: slab to stemwall connection

These shear-friction provisions in the North American codes seem to me to be a solution looking for a problem. I can't recall problems with the type connection described here before shear-friction was a code provision.

The "L" shaped bars you are using should be in the centre of the wall. That way, they are neither too close to the earth face of the wall or to the outside face of the slab.

In the situation described, I would be more concerned with the slab behaviour in the region adjacent to the wall. The fill material will settle with time, so the slab should have some flexural capacity over that area.

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