Boiler106
Structural
- May 9, 2014
- 206
Eastern US: we're seeing tilt panels from many different engineers being restrained with a 15' long pour back strip that is reinforced and tied into an 15' long unreinforced slab on grade panel with a deformed dowel, say 48 inches long, to seemingly utilize the friction force from that slab panel.
Our review shows that the unreinforced panels would certainly still have tension in them, even using a 0.5 friction factor. Reading through ACI plain concrete, this doesn't seem permissible.
We're using at rest earth pressure of, say, 60 pcf and wind on the wall face and ibc lrfd combinations.
Are we missing something in ACI? Should we be using φ5λ√f'c for tension in the unreinforced slab for axial tension in the panel and call it a day?
Our review shows that the unreinforced panels would certainly still have tension in them, even using a 0.5 friction factor. Reading through ACI plain concrete, this doesn't seem permissible.
We're using at rest earth pressure of, say, 60 pcf and wind on the wall face and ibc lrfd combinations.
Are we missing something in ACI? Should we be using φ5λ√f'c for tension in the unreinforced slab for axial tension in the panel and call it a day?
