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Bottom plate failures at SWS tension chords

Bottom plate failures at SWS tension chords

(OP)
During inspections and plan review I have noticed the engineer allows 8" -12" from the corner holddown anchor bolts to the 2-2x4 chord of a wood SWS.
It seems the moment on the plate which is acting as a cantilever is much higher than designed for.Also the shear is higher than a 2x4 can take( especially on multistory buildings using type 1 SWS.)
Am I off base here? I recall these failures in testing.

Inspector Jeff

RE: Bottom plate failures at SWS tension chords

I don't do many wood frame shear walls, but that sounds suspicious. When specifically designing shear walls, I always pass by the mud sill with Strong-Tie HDU's or similar.

"It is imperative Cunth doesn't get his hands on those codes."

RE: Bottom plate failures at SWS tension chords

The Canadian code allows this for a certain range of load.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

RE: Bottom plate failures at SWS tension chords

I see this called out often, but I normally see an accompanying note adding a double stud adjacent to the holddown and providing edge nailing to the double stud.

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