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Permissible stress in engineered masonry grouted unreinforced block pier not supported top or side

Permissible stress in engineered masonry grouted unreinforced block pier not supported top or side

Permissible stress in engineered masonry grouted unreinforced block pier not supported top or side

(OP)
CSA Standard S304-04 Table 5, "Specified flexural tensile strength, ft", says that ft "normal to bed joints (vertical span), MPa", for type N mortar with grouted hollow block and brick, is 0.50 MPa under factored loads. The table footnote (1) says "The stresses in this table do not apply to free-standing cantilever walls (no support at the top or sides). In such cases the strength shall be limited to 0.1 MPa."

Question: Would I be correct in using the 0.1 MPa for isolated block piers supporting a wood framed cottage, when checking the piers to resist the wind load reaction from the wind acting on the cottage?

RE: Permissible stress in engineered masonry grouted unreinforced block pier not supported top or side

I would not count on the piers unless they were reinforced (unless they were just really short and there was no uplift)

RE: Permissible stress in engineered masonry grouted unreinforced block pier not supported top or side

It's certainly debatable but I probably would go with the 0.1MPa. The footnote leads me to believe that the deciding factor is load path redundancy. And your piers likely don't have much of that.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

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