Transferring diapragm shear forces
Transferring diapragm shear forces
(OP)
Can diaphragm shear forces be transferred from WF beams to slab (on metal deck) diaphragms, and vice versa, within the same diaphragm?
Here is my situation:
I have (2) diaphragms that are interrupted by a slab opening. The girders run through the opening but they are unbraced (not attached to any slab) at the opening. Can lateral force from one diaphragm be be transferred to a collector beam, "carried" through the opening, and transferred back into the diaphragm on the other side of the opening, and eventually to the braced frames?
Here is my situation:
I have (2) diaphragms that are interrupted by a slab opening. The girders run through the opening but they are unbraced (not attached to any slab) at the opening. Can lateral force from one diaphragm be be transferred to a collector beam, "carried" through the opening, and transferred back into the diaphragm on the other side of the opening, and eventually to the braced frames?






RE: Transferring diapragm shear forces
A sketch of your problem might be helpful to clarify what you have.
RE: Transferring diapragm shear forces
RE: Transferring diapragm shear forces
1) You may already be using your studs for ordinary flexure. If so, you'll need to make sure that you're not double dipping when it comes to capacity.
2) Even with composite studs in the field, you're probably counting on shear transfer at some deck edge (angle etc.) where the transfer is through your deck fasteners only. This would limit your usable capacity.
For these reasons, I usually stick to the non-composite stud capacity unless I'm trying to do something special.