WARose
Structural
- Mar 17, 2011
- 5,594
I was looking at a (dated by this point) version of ACI 530 I have…..and something that has always bothered me compelled me to post. At one point it says this:
6.2.1 Alternative design of anchored masonry veneer: The alternative design of anchored veneer, which is permitted under Section 1.3, shall satisfy the following conditions……. (d) The veneer is not subject to the flexural tensile stress provisions of Section 2.2.
I’m not sure how to take that. Are they saying the cross section is not to see any (net) tensile stresses (combining flexural with self-weight) if done by the alternative provisions?
If so, there are a lot of cases where the alternative provisions can’t apply (with a typical wind load)....and that is even considering two-way action generating the moments (from the required anchor spacing: one for every 3.5 ft2 of wall)
Am I just misinterpreting this or is there something I am missing? Thanks.
6.2.1 Alternative design of anchored masonry veneer: The alternative design of anchored veneer, which is permitted under Section 1.3, shall satisfy the following conditions……. (d) The veneer is not subject to the flexural tensile stress provisions of Section 2.2.
I’m not sure how to take that. Are they saying the cross section is not to see any (net) tensile stresses (combining flexural with self-weight) if done by the alternative provisions?
If so, there are a lot of cases where the alternative provisions can’t apply (with a typical wind load)....and that is even considering two-way action generating the moments (from the required anchor spacing: one for every 3.5 ft2 of wall)
Am I just misinterpreting this or is there something I am missing? Thanks.
