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.
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
"It is imperative Cunth doesn't get his hands on those codes."
RE: Bottom plate failures at SWS tension chords
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