Embed Palates ACI 02 (Appendix D)

[ofthesea]

Has anyone had trouble creating feasible embed plate designs based on the new ACI-02 Appendix D? We do alot of concrete tilt-up design and are having extreme problems making our tradiional embed plates, (joist beam supports), work with reasonable answers.

Has anyone found resonable solutions based on this new design procedure?

 

[UcfSE]

I haven't had many problems with the ACI 02 App D procedure but that's probably due to my lack of experience; it's about all I've used except for the PCI Manual. I agree with you though, sometimes I get some large connections but not any that have caused me problems yet. I have heard of some other engineers having to change standard details because of the change so it sounds like you aren't alone with your problem.

My solutions have been to use headed studs instead of hooked anchors for tension. Based on some calcs I've done it may take less than a foot of embed for the hook strength to control over concrete break out, meaning all that extra embedment doesn't help.

Some engineers use shear connectors such as welded channels instead of studs for shear capacity.

 

[structuresguy]

You could try comparing with results from IBC procedure for anchorage to concrete. I seem to remember that the two procedures were different. If both give you a hard time, then I would suggest you re-evaluate either your loading or you embed sizes. I have a table I created which covers floor beams up to 24" deep, without any problem, for shear loads only.