Precast panel shear capacity at connection 1

[Gile_]

For precast panel to panel with dowel bars vertically how do u check the shear capacity? Do you still use the concrete shear capacity from the wall fc or the grout one or you don’t use concrete shear capacity at all but purely reply on the dowel bar shear capacity ?

 

[Gile_]

Thank you everyone

 

[Brad805]

Agent, thank you for the link. Whenever I go searching for papers on precast concrete design I seem to find NZ or AU papers. In the past I have found some interesting bolted connections that have not made it to NA. The study of the performance of the precast wall panels in the Christchurch earthquake is an interesting read.

Looking thru your NZ typical details it appears in many cases you emulate CIP details at vertical wall joints. In that case, I agree with your suggestion to determine vertical panel joint forces based on longitudinal shear. That level of connection is not common in our area of practice since many parts of NA are subject to low seismic forces. Some of our projects are located in areas where seismic forces are much higher, and I stress about the connection forces. Anyway, that is off topic for the OP.

 

[KootK]

Looking thru your NZ typical details it appears in many cases you emulate CIP details at vertical wall joints.

You probably already know this but I'll risk it anyhow. The emulation that you speak of, I believe, it quite explicitly the goal in many seismic applications.

 

[Brad805]

Koot, I have read thru that. Anytime I suggest casting joints on site I end up in long winded debates that I usually lose. They like to weld and be caulking as soon as possible. I have seen some use the Piekko loop system, but it is not all that common given our climate constraints during some seasons.

 

[KootK]

Ditto. It's tough to sell a harder thing when everybody else around you is doing an easier thing. You'll get tagged "not practical". That the folks doing the tagging are usually hopelessly unqualified to make that determination matters not with respect to client satisfaction unfortunately.

 

[Brad805]

During some research for a different project I came across this detailed study into interface modelling. It has a lot of data that is applicable to the OP. I thought I would share.