Deformation Compatibility model - beam width
Deformation Compatibility model - beam width
(OP)
I have a two-way p.t. slab for a multi-story hotel in Cali. I need to run a deformation compatibility model but don't know what to use as my effective "beam" width in my ETABS model. I ran it once with my width = span/4 but my moments due to lateral were pretty small. Small enough I didn't need any extra steel in my slab to account for lateral effects. It doesn't seem correct to me.
The Commentary R13.5.1.2 in ACI 318-05 says, "Acceptable approaches include plate-bending finite-element models, the effective beam width model, and the equivalent frame model. In all cases, framing member stifnesses should be reduced to account for cracking." I'm using a 0.5 factor on my bending stiffness to account for cracking but I can't find what the modeling techniques involve.
Has anyone had to do this that give me any guidance?
The Commentary R13.5.1.2 in ACI 318-05 says, "Acceptable approaches include plate-bending finite-element models, the effective beam width model, and the equivalent frame model. In all cases, framing member stifnesses should be reduced to account for cracking." I'm using a 0.5 factor on my bending stiffness to account for cracking but I can't find what the modeling techniques involve.
Has anyone had to do this that give me any guidance?
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