Masonry Partition Walls
Masonry Partition Walls
(OP)
How are masonry paritition walls generally considered on structural drawings? Should they be completely designed including rebar, anchorages top and bottom, etc.?
Other types of light/flexible partitions are generally not shown, and this is my first case for masonry. Due to the rigidity and weight, I am concerned about how the wall will affect behavior of the flexible diaphragm roof and the building system as a whole.
Thanks in advance,
MiscMetals
Other types of light/flexible partitions are generally not shown, and this is my first case for masonry. Due to the rigidity and weight, I am concerned about how the wall will affect behavior of the flexible diaphragm roof and the building system as a whole.
Thanks in advance,
MiscMetals






RE: Masonry Partition Walls
At the top it is better to have a bond beam. Connection at the top might be two bent plates (one on each face of wall) attached to diaphragm above to transfer out of plane load on the wall (1607.13 IBC 2000 or seismic). These plates may be 8 inches long at 4 feet on center. Place an insullation above the wall so diaphragm may deflect and no load in wall plane will be transfered.
Good luck.
RE: Masonry Partition Walls
And then walls will have some form of unreinforced flexible joint, i.e. backer rod and sealant, where they butt into structural walls?
The loads seem too high at the clip angles. This case has partition walls parallel with bar joists, and the roof deck is only 22ga so I suppose the wall will need to be braced with struts into and beyond the joists.