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OHIOMatt,one of our original tilt-up projects in the late 90's was designed with welded connectors at every panel edge. Of course, there was shrinkage and possible some settlement. Several connections failed so after that we have used the panel connection as shown by dold. No issues have been...

OHIOMatt, who's solution is in search of a problem? Do you connect your panels at their edges? If so, how? If not why?

The detail posted by dold is the connection we have drawn for all of our tilt-up projects. There are no objections to the detail other than the contractor does not want to have any connections, loose or fixed. He stated "most engineers" say that no connection is necessary. I am looking to see...

phamENG, These connectors have not been analyzed with any load. They are just there to keep the faces of the panels aligned. The question is are other engineers providing attachments at these locations?

Our tilt-up contractor has requested to eliminate panel to panel connections. Our connections are lap plates that connect to each panel separately so there is no differential out-of-plane movement, but the panels can contract and expand. It does seem that the panels will move together with...

It seems the factored load deflection is used only for the moment magnification, equation 14-4. So the service load deflection is to be checked against allowable deflection limits. So for sections where Ma<Mcr Ig should be used for deflection. If Ma>Mcr a crack coefficient should be applied...

When might it be important to check factored load deflection for concrete slender walls?

ASCE7-10 list load combinations in section 2.4.1 as: 1. D 2. D + L 3. D + (Lr or S or R) 4. D + 0.75L + 0.75(Lr or S or R) 5. D + (0.6W or 0.7E) 6a. D + 0.75L + 0.75(0.6W) = 0.75(Lr or S or R) 6b. D + 0.75L + 0.75(0.7E) + 0.75S 7. 0.6D + 0.6W 8. 0.6 D + 0.7E ACI 318-11 requires entering...