Strut & Tie method: Limiting stress at node

[RK777]

Hello fellow engineers.
In strut and tie method of deep beam design, the are certain stress limit that needs to be satisfied at the node region. In the Canadian bridge code, there is another equation that shows the limiting compressive stress in concrete strut (fcu) based on the tensile strain in tension tie where it meets the compression strut. The AASHTO 2014 code had the same equation. However, I was going through the AASHTO 2017 code and could not find that equation anymore. Does that mean we don't have to satisfy the limiting nodal stress criteria coming from strut compression capacity?

Can anyone tell me why AASHTO got rid of that, or why it is (or not) important to satisfy that limit?
Thanks.

P.S. The attached file shows the equation I'm talking about.

 

[RPMG]

In ACI, it is 0.85f'c, and then multiplied by 1.0, 0.8, or 0.6 for 0, 1, or 2 anchoring ties, respectively. AASHTO will have some ways of limiting compression strength at the nodal zone, but I'm not familiar with AASHTO.