Hello,
First post here, long time lurker. Quick question for any of you engineers out there. I have a detached shop/garage being built right now. 26' x 24'. It's as big as we can build in our zone. We have a hybrid truss system, where one side is attic trusses, the other will be framed/built to match, but is not actually trusses as that is where the stairs will be coming up through. I've included a couple drawings to give a better idea than I can explain. It's a full 2 story, and they've assured me a 40psf live load for the 2nd floor.
One side of the TJI's are hung from a big LVL beam, while the others hang from an attic girder truss. My main question is confirming if hanging them from the attic girder seems legitimate while still being able to achieve that 40psf BCLL? The bottom chord is gusseted 2x12's spanning 24'.
Looking at the truss calculations, note number 8* states a BCLL of 20PSF. They've assured me however it will be 40PSF, and that it has to be a mistake in the truss calculations.
* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 1-00-00 wide will fit between the bottom
chord and any other members, with BCDL = 10.0psf.
I'm not an expert in the subject matter, so appreciate any insight you may have.
First post here, long time lurker. Quick question for any of you engineers out there. I have a detached shop/garage being built right now. 26' x 24'. It's as big as we can build in our zone. We have a hybrid truss system, where one side is attic trusses, the other will be framed/built to match, but is not actually trusses as that is where the stairs will be coming up through. I've included a couple drawings to give a better idea than I can explain. It's a full 2 story, and they've assured me a 40psf live load for the 2nd floor.
One side of the TJI's are hung from a big LVL beam, while the others hang from an attic girder truss. My main question is confirming if hanging them from the attic girder seems legitimate while still being able to achieve that 40psf BCLL? The bottom chord is gusseted 2x12's spanning 24'.
Looking at the truss calculations, note number 8* states a BCLL of 20PSF. They've assured me however it will be 40PSF, and that it has to be a mistake in the truss calculations.
* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 1-00-00 wide will fit between the bottom
chord and any other members, with BCDL = 10.0psf.
I'm not an expert in the subject matter, so appreciate any insight you may have.
