R factor for steel rod x-bracing with wood framing

[wikidcool]

I have a single story wood framed project in SDC D on a sloped lot. Instead of using wood cripple walls and a crawl space, they want to leave it open and use x-bracing with rods, turnbuckles, etc. The main story above would be wood sheathed shear walls. They would like the beams and posts below the main story to remain wood if possible and hook the rods to some custom brackets at the top/bottom of the columns (or something like that - the exact design is still in the works).

In looking at ASCE 7-10 Seismic Systems (Table 12.2-1), none of them fit perfectly. Do you think it is reasonable to consider this a steel ordinary concentrically braced frame? (R=3.25)

 

[Yt.]

I would be tented to relay on which member yields/fail first. Avoid failures at connections, imagine increasing loads until failure of wood or yielding of steel if you have a wide margin between both capacities choose that material R factor. But if you choose the less conservative R factor take into account that not all the structure will respond with the same overstrength capacity.