Precast panel connection capacity computation

[UtlSer]

The following connection is used for cast-in plate in panel to carry steel beam.

I have worked out the shear from the steel beam and then times to offset to get the resultant moment and thus the tension. Now I have a few questions that I wish you can help me.

Q1: How do I check the capacity of both tension and shear for connection like this. I have gone through the computations for anchors but U bars are used here instead of anchors.

Q2: What is the purpose for the vertical bars? Are they for the capacity of panel due to the moment only or for the connection either for tension or shear?

Q3: If the computation for U bar is similar to anchors, how do you consider the concrete breakout strength when there is no edge distance such as overhead panel connection details as shown below.

 

[rowingengineer]

This looks like an Australian tilt panel connection. I think rjb or actech tested these a while back to get values for design, the bars help the tension pullout.

 

[PROFR]

I do not think the vertical bars will be helpful if this connection is for vertical shear transfer. This kind of shear connections is usually provided with horizontal rebar that will help in transferring the shear. Being so close to the edge, the stud plate alone will not provide significant shear strength. Remember you have also some torsion on this stud connection. I would suggest calculating the stud plate capacity alone (including the torsion component) ignoring any rebar. If not enough, weld horizontal rebar to the plate. You can use Precast Connection software to check both cases. You can also review the PCI manual for an example.