Should you factor in seismic weight of lateral resisting structures when designing deck fastening?

[StructEngineer90]

So I'm designing a building that is using precast concrete shear walls to resist seismic and wind loads. Because of the heavy nature of these walls, the seismic story forces are turning out to be fairly large. When designing the diaphragm deck connections (metal roof deck), can you ignore the seismic forces resulting from the weight of the shear wall parallel to the direction of the loading since none of that wall weight will actually be transferring through the diaphragm?

 

[jittles]

In my opinion, yes.

Edit: yes to the question in your post, which is the opposite of the question in your title.

 

[KootK]

can you ignore the seismic forces resulting from the weight of the shear wall parallel to the direction of the loading since none of that wall weight will actually be transferring through the diaphragm?

X2 for yes. It's really not realistic to expect the seismic weight of the the thing resisting seismic motion of the diaphragm to also be resisted by the diaphragm. And, to do otherwise, may put you at a disadvantage relative to your competitors.