Boundary Nailing For Unblocked Floor Diaphragm
Boundary Nailing For Unblocked Floor Diaphragm
(OP)
I'm designing a basement with an adjacent garage so that the wall is completely backfilled and also has a potential wheel load as a surcharge on the basement wall.
My calculations show that the reaction at the top of the wall is 550 lbs horizontal. I've looked through my NDS books and all the values I find for blocked or unblocked diaphragms are for wind and seismic loads.
Does anyone know where I can find tables or values for blocked/unblocked diaphragms that are for dead loads. Or is there a method I am missing for just calculating the shear capacity of the nails and sheathing. The floor is using Engineered Lumber (I-joists) but I don't think that will have an affect on the diaphragm loads.
I'm assuming that the published values for wind and seismic have been increased by the load duration factors. Do I just divide the published values by the duration factors?
Any input would be greatly appreciated. If I can't get big enough diaphragm values then I guess I'll have to design
a beam in the top portion of the wall to resolve the horizontal loads.
Thanks in advance for everyone's help.
My calculations show that the reaction at the top of the wall is 550 lbs horizontal. I've looked through my NDS books and all the values I find for blocked or unblocked diaphragms are for wind and seismic loads.
Does anyone know where I can find tables or values for blocked/unblocked diaphragms that are for dead loads. Or is there a method I am missing for just calculating the shear capacity of the nails and sheathing. The floor is using Engineered Lumber (I-joists) but I don't think that will have an affect on the diaphragm loads.
I'm assuming that the published values for wind and seismic have been increased by the load duration factors. Do I just divide the published values by the duration factors?
Any input would be greatly appreciated. If I can't get big enough diaphragm values then I guess I'll have to design
a beam in the top portion of the wall to resolve the horizontal loads.
Thanks in advance for everyone's help.






RE: Boundary Nailing For Unblocked Floor Diaphragm
Try looking in IBC, I haven't looked at it in a while, but I don't remember the values being specified for seismic or wind only.
RE: Boundary Nailing For Unblocked Floor Diaphragm
The copy I have is dated 2000 and is based on the older 97 NDS.
Check with the APA to see if they have a newer version, www.apawood.org
RE: Boundary Nailing For Unblocked Floor Diaphragm
My situation is for a floor diaphragm using 23/32 sheathing. Has anyone seen a table or report that covers floor diaphragms w/ 23/32 sheathing?
RE: Boundary Nailing For Unblocked Floor Diaphragm
The published values should be reduced by 25%. In other words, if the tabulated value is 400 plf, you would use 300 plf, then, if you decide to classify the load as permanent, Cd=0.9 and now your value is down to 270 plf.
Also, look at your bolts from the wall to your sill plate. I believe I already had a thread on this.
Can you tie the top of your wall into the garage slab, and carry the tensile forces across to the opposing garage wall? If you do this, you'll need to you the "at rest" pressure of 60psf equivalent fluid weight for your wall design.
RE: Boundary Nailing For Unblocked Floor Diaphragm
Can you dowel the garage slab into the walls or pour it over the wall?
Can you devise a detail in which the floor joists drag strut the wall load into the floor diaphragm?
BTW, Where is the load going once it is in the adjacent floor diaphragm?