AASHTO LRFD vs. ACI 318 compatibility torsion

[designrider]

ACI 318 section 11.6.2.2 allows the maximum torsional moment to be permitted to be reduced based on redistribution of internal forces upon cracking (compatibility torsion). AASHTO LRFD does not even discuss compatibility torsion. Any thoughts why?

 

[JAE]

Perhaps many (most?) bridges aren't typically non-redundant structures where a torsional failure would be picked up by another element in the structure?