Engineered Lumber For Tension Member?
Engineered Lumber For Tension Member?
(OP)
Is it appropriate to use engineered wood, parallel strand lumber, as a tension member?
There are a couple of manufacturers' softwares, one of which doesn't allow negative inputs and another that has a limit but without reason.
Are there issues with using the material in that manner?
If it's allowed, would a conventional lumber approach be in order?
I would presume that it matters which face the connections are made into, but don't know of potential shortcomings of the materials.
There are a couple of manufacturers' softwares, one of which doesn't allow negative inputs and another that has a limit but without reason.
Are there issues with using the material in that manner?
If it's allowed, would a conventional lumber approach be in order?
I would presume that it matters which face the connections are made into, but don't know of potential shortcomings of the materials.






RE: Engineered Lumber For Tension Member?
RE: Engineered Lumber For Tension Member?
But since you mention it I wondered about truss fabrication for future reference.
RE: Engineered Lumber For Tension Member?
Truss Fabrication would involve permanent tension in the bottom chord... I do not know why that would be a problem since the bottom fibers of an LVL are always in tension. I am guessing this is something that you would have to have verified by GP or Boise Cascade, give them a cal, they may like the exercise.
RE: Engineered Lumber For Tension Member?
RE: Engineered Lumber For Tension Member?
Mike McCann
MMC Engineering