There are a number of aspects of design here:
1) Gravity load from shear wall to beam. Usually, I just look at this as a distributed load on the beam.
2) Shear transfer between wall and beam. I have to make sure the sheathing / nailing to the beam can handle this. I tend to design with Omega level forces for this as it is a point of discontinuity in the load path.
3) Hold down forces into the beam. You need to have to have some kind of mechanical strap or hold down to ensure this force transfer.
4) Overturning moment. I suppose if you've designed the hold downs to the beam then you could say that the moment transfer is handled. I think you also need to ensure that the beam-post connection can handle the uplift from the strap / hold down. You certainly don't want to use a pure hanger for cases where uplift due to overturning will be anticipated.
I think it's the additional deflection / drift at the top of the wall caused by beam rotation that is the main point of the original question. That is certainly a trickier concept.
I'd convert the wall moment into compression and tension at the post and hold down. Apply those as point loads to the beam. And, calculate the beam deflection from that. Then for the drift at the top of the wall due to this beam deflection, extrapolate that from the point load deflections at those two points.
Note: this would be pretty conservative. Because to a large degree, the shear wall will reduce the deflection in the beam.... That's just not something that we traditionally rely upon.