Precast/tilt up wall panel conx

[McGill10]

I see a few disscussions regarding Tiltup and precast panel to panel connection here in previous threads. But still want to nail down with experience and suggestions from people on this group.
It looks most people prefer designing the panels independently (for overturning/Inplane shear) and say provide connection between panels for redundancy,integrity etc.
If we are not transfering shear between panels for shear wall design (in another word all panels are designed idependently for in plane shear), what calculation we need to size the panel to panel connection detail.
This become critical as if it becomes to stiff, then we experience cracking due to shrinkage/thermal movement between the panels.
So, I would ask for a simple detail that we can be justified by a calculation.
thanks.

 

[530_3D]

Is this for a cladding-only wall or a structural shear wall?

 

[TRAK.Structural]

What I've seen in the past is a connection that allows for vertical slip between the two panels (so as not to transfer this shear) but prevents differential out of place deflection. I agree that if a more restrictive connection is used between panels than the designer needs to consider stiffness and how load may travel through the connection and potentially cause damage/cracking.

 

[530_3D]

Panel to panel connections like the one you’re speaking of are for alignment only, and are only necessary if you have differential bowing. Panels at the corner of the building are also tricky to align, but often have a steel column to push/pull against for out of plane alignment. If you’re going to connect panels together at multiple elevations along the vertical joint, why wouldn’t you string them together for a more efficient shear wall? It would save a lot in rebar and connection hardware. Do the panels span one story or multiple? If they are multistory then the alignment can be controlled with a push-pull connection at the level 2 floor, to pull the outward bow inwards.

 

[Just Some Nerd]

If you’re going to connect panels together at multiple elevations along the vertical joint, why wouldn’t you string them together for a more efficient shear wall?

Jumping in for a bit of a question of my own, how often do they actually design multiple precast panels to act as a single wall? I don't think I've actually seen any connections detailed for shear flow, seems to jump straight from independent panels to stitching panels together with wet joints.

 

[McGill10]

To answer earlier question: THIS IS SHEAR WALL not a cladding.

 

[530_3D]

Stitching walls together with welded connections in the vertical joint is the best way to avoid boundary zone reinforcement, but wet joints are indeed sometimes required