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WOOD - Stud Wall Splice[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaoc(--nospam--at)seaoc.org
- Subject: WOOD - Stud Wall Splice
- From: rlewis(--nospam--at)techteam.org (Richard Lewis)
- Date: 26 Jan 1998 22:34:46 GMT
I have a wood framed church under construction. The sanctuary has a cathedral ceiling. At the end of the sanctuary is a full height wall to the under side of a scissor truss. The wall was detailed to extend all the way up to the ceiling. The contractor built the wall to top plate height, which is 14 feet above the floor, at the bearing height of the scissor truss. He wants to build a cripple wall (for lack of better term) above this to the under side of the scissor truss, another 5 feet at the ridge line. This is an interior partition. I don't like this first, because it is not what I detailed, and second, because it puts a hinge in the wall. I thought about using Simpson strap ties on each face of the stud and assuming a triangular stress block in compression to create a moment couple for the bending in the wall caused by 5 psf of differential air pressure. When I calculate the compression stresses of the stud to the wall plates the compression in the wood perpendicular to the grain is too high. Now I know that we do not consider perpendicular stresses in stud wall design for sill and top plates, primarily because the deformation is not critical and it is pure axial loads, no moments. But this is near the middle of the wall and has moment so deformation caused by overstressing could be detrimental. Has anybody else found a practical way to solve this kind of construction error before? If possible I would rather not take the wall down. __________________________________________________ Richard Lewis, P.E. Missionary TECH Team rlewis(--nospam--at)techteam.org The service mission like-minded Christian organizations may turn to for technical assistance and know-how.
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