Continuous Concrete Corbel - Shear Reinforcement, Strut & Tie Model

[KZSteel]

Hi All,

I have 2 questions regarding concrete corbels.

Background:
The project I'm working on calls for a continuous concrete corbel along a foundation wall for a precast cladding support condition. Since the "corbel" is very long, the contractor doesn't want to have to put miles of ties parallel to A_st.

First question:
Clause 11.6.5 states that a minimum of 1/2 A_st shall be distributed as closed stirrups within 2/3 the effective depth adjacent to A_st. I believe the American code has a similar clause. However, it seems to state that this is in lieu of the 0.002A_g clause, am I interpreting this right? Does this mean if I provide 0.002A_g crossing the corbel/wall interface, I don't need to provide the stirrups? I would like to forego the closed stirrups, as installing them side-by-side for 100m in a continuous corbel isn't too labor-friendly.

Second question:
In the typical strut & tie model, the bottom tie (often called DA)has often been detailed as a closed stirrup. For the same reasons as above, I would like to forego this stirrup, and instead hook the framing bar around the vertical wall reinforcement. Is there any reason why, if the framing bar works as a tie, it should not be used in lieu of a stirrup for tie DA?

See the attached for a figure of what I'm talking about.

Thank you for any advice.

 

[JedClampett]

When faced with continuous corbels, I still put in the ties. I usually use #3 or similar with 180 degree hooks on both ends. I realize that it's expensive and probably unrealistic to expect them to act as analyzed, but I just can't justify not following the code.
On the other hand, I never weld the bars together at the top. I use a closed bar and assume that provides anchorage enough.