allowable plywood shear capacities for horizontal diaphragms from IBC 2003.
The drawings called for full depth blocking at the interface between roof
sheathing and top plate. In this case, the contractor left an 1-1/2 air gap
between the underside of the sheathing and the blocking. The joists themselves
are 2x12. Of course required edge nailing was not achieved. The lateral
loads are quite minimal--unblocked diaphragm is more than
always called for full depth blocking in this condition, but now I'm getting
some conflicting information, i.e. that since the testing was for an unblocked
diaphragm, this condition will still develop the full lateral capacity noted in
the IBC table--as long as an alternate method of transfering the lateral load
into the top plate is provided. In this case, the "hurricane ties" supply
adequate lateral capacity.
This situation causes me some concern, but I'm
being overruled by higher-ups. But then, I wonder if I'm too reliant on academic
sources, and not being flexible enough in my thinking. In the past I've always required additional blocking to "fill
the gap", using A34's or A35's with screws into the underside of the
sheathing as necessary to maintain a continuous load path.
I'm wondering what the list