Shear stress in hollow masonry
Shear stress in hollow masonry
(OP)
I have a question regarding calculating the shear stress on a hollow masonry CMU wall. I know that for a partially grouted wall the section resisting shear is "T" shaped (the grouted cell with the face shell). My question is for a hollow masonry wall is it just the face shell resisting shear? so the bd is equal to 12"x1.25" (face shell thickness).






RE: Shear stress in hollow masonry
RE: Shear stress in hollow masonry
RE: Shear stress in hollow masonry
RE: Shear stress in hollow masonry
Actually, I find it hard to imagine a scenario when one side would not be mortared.
Mike McCann
MMC Engineering
http://mmcengineering.tripod.com
RE: Shear stress in hollow masonry
RE: Shear stress in hollow masonry
RE: Shear stress in hollow masonry
RE: Shear stress in hollow masonry
1. Technically, the presence of such a moment should require at least the minimum amount of vertical reinforcing steel and some grouted cells at a minimum of 4 to 6 feet on center, which will increase the allowable shear to the wall. as neither concrete nor mortar are good in tension, and
2. The presence of mortar on only one side will cause the wall to bow away from the mortared face unless spacers are used on the unmortared side. Not very appealing to me...
Mike McCann
MMC Engineering
http://mmcengineering.tripod.com
RE: Shear stress in hollow masonry
For out of plane loads we take the net crosssectional area of the wall. For in-plane loads we take (b . d), where b is the net effective width of the partially grouted masonry, and d the effective depth.