I've done a fair number of wood buildings with ASCE 41 and this has been my approach to hold downs:
ASCE 41-13 C12.2.2.5.1 gives overall guidance and recommends a procedure in the 1996 LRFD Manual for Engineered Wood Construction for converting the tabulated ASD capacity for pre-engineered...
Correct me if I'm wrong, but I get two things from that FAQ relevant to this discussion:
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An exterior shear wall would be analyzed using MWFRS loads for both in-plane and out-of-plane simultaneous actions. I think that was the consensus anyway.
More generally, ASCE or the commentary's...
The idea of checking bending in a stud without gravity axial loads doesn't make physical sense to me, regardless of whether MWFRS or C&C wind loads are used.
I've always done what JAE describes. Conceptually, I could see a justification for analyzing the stud for a combination of gravity loads, axial loads from in-plane shear wall overturning using MWFRS loads, and out of plane bending using C&C loads. But I haven't see this done in practice.
"How is the shear wall example really any different from a stud loaded axially with various gravity loads from the rest of the structure?"
When checking a stud for a combination of axial gravity loads and out-of-plane wind loads, you are checking it for the critical wind load that a particular...
Just multiply by the value 1 with whatever unit is needed to get the final units you need. For your case, I would multiply the equation by sqrt(1 psi), which would let MathCAD give you a result in psi.
If you use the USGS seismic design application to obtain your SDS and SD1 values, the "Design Maps Summary Report" that the application outputs shows the design response spectrum. If you need Sa values for periods of 0.5 s or 2.0 s, just read them off of the design response spectrum plot.
