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Endwall stiffness of post=frame building

Endwall stiffness of post=frame building

Endwall stiffness of post=frame building

Hello all,

I have recently started working in the post-frame timber construction industry and I have been reviewing ASAE EP484.3. In section 5.3 it states that endwall and shearwall stiffness can be obtained from either full scale building tests, validated structural models, or from tests of functionally equivalent assemblies. But, I'm struggling to understand how to obtain a wall stiffness from a structural model. More specifically, I'm struggling to figure out how to model the metal clad panels accurately to determine a reasonable value of the unattached wall stiffness to use with the mD and mS modifiers in the code. I listened to a webinar on the NFBA website, and the presenter just assumed the stiffness of the endwall was 10,000 times the stiffness of an interior frame. But, he didn't elaborate on how he came to that conclusion. Does anyone have any guidance on this? Is there a way to model the wall structure accurately to obtain a stiffness value? Could I use plates with the same thickness of the 29 ga. metal sheathing?



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