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Deformation Compatibility model - beam width

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?
 

RE: Deformation Compatibility model - beam width

Given ETABS capabilities of modeling a full shell element that includes in-plane and out-of-plane bending, is there a reason that you are choosing to do a equivalent frame?

If you have a shear wall system with say 8" slab spanning 30 odd feet and small columns, then I would think that the positive lateral moments will probably not overcome the negative moments from dead loads.

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