Tie Slab to Grade Beam?
Tie Slab to Grade Beam?
(OP)
In the attached typical detail, is the #3 tie bar necessary? IMO we don't need it for the following reasons:
1. We design in a location with no soil uplift so the slab would not see any upward load. Also low seismic.
2. Laterally, the slab shouldn't see any load because all tie downs "by pass" the slab and are embedded into the grade beams.
2a. If there were some lateral load, the friction between the GB and Slab would offer plenty of resistance.
3. we design the grade beams separate from the slab, so we are not relying on "T beam"
I think its a bad idea to provide this because, aside from the additional labor and material costs, I have seen them get crushed when people stand or equipment drives on them between the GB and slab pours. Can anyone think of a good structural reason to provide this other than "it ties them together"?
1. We design in a location with no soil uplift so the slab would not see any upward load. Also low seismic.
2. Laterally, the slab shouldn't see any load because all tie downs "by pass" the slab and are embedded into the grade beams.
2a. If there were some lateral load, the friction between the GB and Slab would offer plenty of resistance.
3. we design the grade beams separate from the slab, so we are not relying on "T beam"
I think its a bad idea to provide this because, aside from the additional labor and material costs, I have seen them get crushed when people stand or equipment drives on them between the GB and slab pours. Can anyone think of a good structural reason to provide this other than "it ties them together"?
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