Concrete Confinement for Anchorage in Piers

I am doing a base plate design for a steel braced frame. The column and brace primarily see tension and compression forces that will transfer to the base plate and then the top of a concrete pier. A shear lug will be provided to resist the shear loads and 6 anchor bolts to resist tension in the uplift case. I have checked anchor reinforcement on for shear and tension since I am making sure my longitudinal steel in the pier is developed and lapped with the anchors. Since this force should transfer all through the steel, I believe the pier is considered confined and concrete edge breakout shall not be considered. The program, however, is still showing a utilization of over 300% for that limit state even though I have toggled it on. Is that intended (since it's beyond the scope of the program) or do I have another issue going on that is making my design fail?

Any help is appreciated!