CivilSigma
Structural
- Nov 16, 2016
- 107
I am checking an existing hollow masonry wall for its capacity using the Canadian code CSA S304.
My wall is load bearing with very small moments. Therefore, the virtual eccentricity (e=M/P) is less than t/3 (t=thickness of cross section), and according to CSA S304 clause 7.2.1, the wall is allowed to crack under the applied loading.
I understand that when e < t/3, then the wall is entirely under compressive stress. Concrete is good in compression, and then the design consists of checking the maximum compressive resistance, bearing capacity and slenderness (magnified moments that may increase e and make it so that e>t/3 which means that we must limit the stress to masonry tensile capacity )
My first question, is did I capture the design procedure correctly for the above scenario?
My second question, so what happens if the wall actually cracks when e<t/3, how are we sure it will be safe? There are no provisions stating what to do.
Thank you.
My wall is load bearing with very small moments. Therefore, the virtual eccentricity (e=M/P) is less than t/3 (t=thickness of cross section), and according to CSA S304 clause 7.2.1, the wall is allowed to crack under the applied loading.
I understand that when e < t/3, then the wall is entirely under compressive stress. Concrete is good in compression, and then the design consists of checking the maximum compressive resistance, bearing capacity and slenderness (magnified moments that may increase e and make it so that e>t/3 which means that we must limit the stress to masonry tensile capacity )
My first question, is did I capture the design procedure correctly for the above scenario?
My second question, so what happens if the wall actually cracks when e<t/3, how are we sure it will be safe? There are no provisions stating what to do.
Thank you.