Masonry Wall Design
Masonry Wall Design
(OP)
Folks,
ACI 530 1.13.5.2.2 says that masonry walls that are not designed to resist vertical or lateral loads other than those induced by their own mass shall be isolated from the structure so that vertical and lateral forces are not imparted to these elements.
My question is thus:
If I have a masonry wall that I intend to isolate from the structure so that its mass does not contribute to the lateral mass, then I provide an isolation joint to separate it from the structure. This joint will be able to accomodate the movement of the structure under seismic loads.
However, if I have wind loads also to be resisted by this wall (as part of a facade), how does one detail a connection? This connection would have to transfer the lateral forces to the diaphragm or the floor framing unless it is designed as a cantilever element.
Any suggestions is appreciated.
Thanks
ACI 530 1.13.5.2.2 says that masonry walls that are not designed to resist vertical or lateral loads other than those induced by their own mass shall be isolated from the structure so that vertical and lateral forces are not imparted to these elements.
My question is thus:
If I have a masonry wall that I intend to isolate from the structure so that its mass does not contribute to the lateral mass, then I provide an isolation joint to separate it from the structure. This joint will be able to accomodate the movement of the structure under seismic loads.
However, if I have wind loads also to be resisted by this wall (as part of a facade), how does one detail a connection? This connection would have to transfer the lateral forces to the diaphragm or the floor framing unless it is designed as a cantilever element.
Any suggestions is appreciated.
Thanks






RE: Masonry Wall Design
RE: Masonry Wall Design
Provide a long rod tieing the masonry wall back to the structure with a slotted angle and nut.
Use a slotted insert. Dayton Richmond has some that get used in precast systems. Allowable lateral movement is minimal. Vertical movement will need to be accounted for in another way (flexibility of the tie).
RE: Masonry Wall Design
I have a concrete diaphragm.
RE: Masonry Wall Design
the wind load is acting perpendicular. it would be appropriate to provide a steel angle on either side of the top of the wall, with a gap between the top of the wall and underside of deck for downward movement.
RE: Masonry Wall Design
Is this wall supported on a footing or grade beam? If so, I would included the mass of at least half the height. If it is on an elevated floor, I would include the mass from the full height of the wall. I don't think there's a way to detail to exclude the mass of the wall if it is on an elevated floor.
RE: Masonry Wall Design
RE: Masonry Wall Design
RE: Masonry Wall Design
RE: Masonry Wall Design
Moreover, as the wall is resisting wind load, then it is resisting more than it's own mass laterally. Hence, the need for an isolation joint for the masonry wall is a mute point here and ACI 530 falls by the wayside. Keep it simple and tie it to the structure.
Mike McCann
MMC Engineering
RE: Masonry Wall Design
i disagree with your statement, Mike.
the point is not mute [sic].