Poolhouse Challenges

[XR250]

This is a mainly open poolhouse with a gable roof. Has some solid walls attracting and resisting wind. I am trying to avoid visible bracing, flagpoled columns or moment frames.
For wind N-S, I can use the 5'-8" long closet wall as a fulcrum and cantilever the roof diaphragm from that. The loads and ratios seem manageable.
For wind E-W, I'd like to use a 3-sided diaphragm. Again, the loads seem pretty small.
Does this seem reasonable?

 

[KootK]

This could be a silly question but why is the the load for NS +/- 500 lb for the shearwall by the fireplace?

I imagine because the center of the wind shear ends up being close to that central NS wall. So that wall winds up taking most of the direct shear (2070 lb).

The fireplace wall functions mostly as a vehicle for rectifying plan torsion, hence the more modest demand.

That's kind of nice in my opinion since, even if you lost that wall for some reason, I suspect that you would probably be able to squeeze that same amount of torsional resistance from all of the other non-lateral stuff (columns etc).