Shear Breakout at Slab Edge 1

Most precast lifters used are tested with a safety factor = 4. Do you know the lifter model? Dayton Richmond and Meadow Burke have design tables.

It’s a MeadowBurke lifter. They supplied this detail to preclude shear breakout but like I mentioned, I don’t see how this reinforcement is effective for that

Where is the detail? I don't see the attachment in your post.

Sorry about that, I thought I did

You can maximize reinforcement...

RDR89, In terms of analyzing the shear breakout strength per ACI, I agree with you regarding the reinforcement not providing any benefit. If the force was being applied outward (to the left) instead, then it would be a different story.

Are you responsible for this detail? I didn't think it was normal for the EOR to certify a detail related to lifting and placing panels.

It is going on my overall drawing since the overall precast design will be by me. However since they are the lifter manufacturers, I sought their guidance on reinforcement around the lifters.

Makes sense. In terms of how I might proceed with this:
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[li]If there is testing data for this lifting anchor which matches your conditions, I would look at what the tested capacity is (including a healthy safety factor).[/li]
[li]In addition, I would provide an analysis per ACI 318 Chapter 17 as a sanity check. I'm not sure how to go about determining the shear breakout capacity for the lifting anchor considering that the code provisions are specific to cylindrical anchors, but it should be possible to come up with some reasonable approximation. I would probably start the shear breakout cone at the left side of the concrete where the lifting force is being applied as opposed to the location you show (assuming that's what the dashed line is). In addition to hand calculations, software like Hilti Profis (or the Simpson version) may be helpful.[/li]
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Good advice @Eng16080

I was trying to avoid having to do a Chap 17 check, especially since, like you mentioned, I don't know how a lifting insert will behave vs. conventional anchorage.

One other thing:
It might be a good idea to also look at the the capacity of the anchor if it were to be lifted/installed upside-down. In the limited projects that I've done with precast concrete, I've seen these panels get installed in all kinds of wrong ways!

Yeah, I'd be trying to treat this as a product with a rating, rather than anything else. If you can get documentation to support this (testing or certification from them, or engineered documentation) you'll be in reasonable shape. If not, try to find another attachment vendor that can provide something you're happy with. That's the sort of anchorage reinforcing detail that obviously helps for a variety of reasons, but that you're going to have a really hard time calculating out to justify based on code provisions.