Masonry shear wall on transfer beam

[StrEng007]

I've got a couple questions regarding the overall statics involved. I've seen this discussion for wood shear walls, but I'm not really sure how to approach for CMU.

I've got a masonry shear wall that will attach to a concrete transfer beam. The shear wall portion of the wall is partial to the overall length of the transfer beam, so I'm trying to determine how to most appropriately load the beam.

The question comes down to how to distribute the flexural couple, and the axial loads along the wall length. I know the traditional approach, for the design of the wall, is to disregard the contribution of the field vertical steel and dump all the tension forces into the wall's tension chord.
•Assuming flexure is the only heavy load, there would be a compression zone that would balanced with flexural tension: 0.80f'm(a)(b) = Asfy
•When considering axial & flexure, 0.8f'm(a)(b)=P + Asfy

Note: In the paragraph above, this simplification greatly underestimates the flexural capacity of the wall. I understand that a trial and error procedure for the correct neutral axis and the interaction diagram can be used to find the balanced condition moment capacity. I've only ever seen this as an academic exercise, rarely do I have a budget to go down this path.

All that being said, these are procedures for the design of the wall. My question is, what does the transfer beam feel? IMO, gravity loads would always be uniformly distributed along the length of the wall, and they should not affect the depth of the flexural compression zone by way the equation 0.8f'm(a)(b)=P +Asfy.

I'm tempted to design the beam for 4 distinct parts in combination.
1) gravity loads (applied about beam's strong flexural axis)
2) force couple point loads; Simply M/d (applied about beam's strong flexural axis)
3) shear wall's "base shear" into the beam as an axial load
4) lateral wind load from side wall suction (applied about the beam's weak flexural axis).

Thoughts?

 

[KootK]

The only uniform load that I would design the beam for is the self weight of the wall, assuming that the beam would not be shored while the wall is being constructed. And I would design the beam to be very stiff under this load.

After the wall is constructed, I would deem all future loads to be applied to the beam as concentrated loads located near the ends of the wall. This, acknowledging that the wall is surely much stiffer than the beam over the length of the wall.

If this were a 4' tall wall on a W36 beam, I might feel differently.