Phi Factor for Steel Strength in Seismic Tension Option A

I am working on a baseplate for seismic loading. When I have 3000 psi concrete in the design, with a 7/8" diameter heavy hex head anchor, Hilti uses a phi factor of 1.2 on the steel strength and gives me a steel utilization of 68%. When I change the concrete strength to 4000 psi, Hilti uses a phi factor of 0.75 and provides a utilization of 108%. Looking at ACI 17.2.3.4.3(a), we do need to account for the 1.2 factor on the steel strength when using option (a) for seismic tension, but according to Table 17.3.1.1, we still need a phi factor of 0.75 applied to the steel strength when determining the utilization. So, the way I read the code, the anchor strength should be 0.75*1.2*Ase,N*futa, and this value should not depend on the concrete strength. Could you please explain what Hilti is doing and if you have a different interpretation of the code requirement?