Setting the rigid end zone to 0% reduction consistent with the panel zone element assignment causes RAM to use the first set of equations for panel zone shear capacity (panel-zone deformation effect on stability ignored). I think the user to specify which set of capacity equations to be used in the design criteria.
I'm using ordinary moment frames.
Setting the rigid end zone reduction to 0% vs 1% will give significantly different capacities for negligible differences in demand. Therefore the user should also be specifying which design equations to apply.
What frame type are you thinking of, SMRF? I assume you are not using any of the custom beam end connections, like SidePlate.