Supplemental and Edge Reinforcement Vs. Pier Reinforcement

I have an anchor group of 4 bolts situated on a pier that has reinforcing of its own. mainly vertical bars and stirrups (like a column). The effects of concrete side-face blowout due to shear forces are significant because the anchors are located very close to the edge of the pier. My vertical reinforcement and pier stirrups intersect the concrete cone blowout for shear but will not act as anchor reinforcement. Under this assumption I believe I can use the "condition A" for supplementary shear reinforcement. However, I am having trouble interpreting the HILTI definition of edge reinforcement in comparison to the ACI-318 reference from where it is taken. How can I assume edge reinforcement as just supplementary reinforcement when the ACI code shows that it is paced in unison with shear anchor reinforcement? Additionally, if I am using edge reinforcement as supplementary reinforcement, is it necessary to have the additional hanger bars as well as closely spaced stirrups? wouldn't the vertical bars that are completely down the height of the pier and that are confined by the stirrups be equivalent?