If the rebate is what we reply on to transfer the shear (or bearing in this case) then how do you explain the connection of shotcrete walls to piers using dowel bars where no rebate is used?
Thanks. What about when slab connects to the face of the walls? I have seen dowel bars with epoxy into wall. In this case is it still considered as reinforcement and where does the Code say epoxy is allowed to shorter the development length? If it is designed as anchor then wouldn't the edge...
Actually there is one thing I don't understand about this. I have seen many engineers specify short development length. What is the reason for that? Shouldn't we follow reinforcement rule here for dowel bars?
Thank you.
For scenario 1, the force I can think of is the lateral shear transfer from floor diaphragm to wall for both wind & earthquake. Also the out-of-plane shear from wall to slab due to the soil pressure. Not sure if I miss anything else.
For scenario 2, I often see a small rebate being...
Can anyone please tell me how dowel bar is designed in the following scenarios:
1. RC Slab running on top of premier concrete basement wall with dowel bars.
2. RC Slab connecting to the side face of concrete wall.
Some examples will be very helpful for me. Thank you.
