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I will second BAretired For checking h/w we use clear height (sole plate to top plate). Floor thickness is considered very stiff and will not deform under lateral load. h/w limitations are based on expected wall deformation. For uplift calculations, we take full height from diaphragm sheathing...

The tributary area of gravity loads can be completely different from that of lateral loads on any given structural element. The LL is mainly load type not same exact load. Regards, M.S. Genidy, PE Structural Soft, LLC

WallenEngineering, The 2006 IBC Seismic Design Manual vol. 2 has solved examples for rigid diaphragm analysis for wood buildings. When walls are close, we normally combine them into one shear line (equal shear/lf). You then design drag straps (or any drag mechanism) to transfer the load at...

Pete23 For shear wall design, the load combination that matters is 0.7QE (for ASD.) This is case 8 in Sec. 12.14.3.1.3. QE is the horizontal shear in wall (based on horizontal distribution of floor seismic design shear using horizontal diaphragm. Floor seismic shear is obtained from vertical...

IBC 2305.3.7 is clear that uplift is to be calculated from load cases defined in Chapter 16. The overturning uplift in perforated wall defined in EQ 23-3 is only the E portion. The resistance moment (from DL) is to be included in the load case as usual. You can also argue that you are following...

Josta, If it is just two stories, you can use Section 12.14 (Simplified Alternative Structural Design.) Then you can use flexible diaphragm using 12.14.5. Absent rigid diaphragm and given that there are no moment connections between floors and walls in wood buildings; 3D analysis is basically...