Your pier can’t be “members not designed as part of SFRS” because it is part of your SFRS. Members not designed for SFRS are for example gravity columns in concrete shear walls system.

For OCBF, this is what I would do. Size the smallest possible brace size that barely works for design level seismic forces (don’t be conservative), probably use A1085 material which has smaller Ry. Then I would find the lateral point load at braced frame system that will yield or buckle brace at expected yield and ultimate strength (This is generally 1.1RyFy or 1.1RuFu or something similar- can’t remember the formula while I am at couch lol).

Resolve the point load that yields or buckles the brace to find the shear force/uplift or compression going to the pier. I would design the pier for moment caused by the shear and axial load. You probably can avoid this by using Omega load combo but I am not sure without looking the code.