T-Beam Modeling v. Slabs

[cdb6]

I have a one-way slab spanning between joists spaced at about 10' on center. ACI limits the effective width of my t-beam flange to something less than that. Therefore, my flanges do not touch one another at adjacent joists. If I apply a slab over the whole floor, then I am double counting my dead load in places where the slab and the t-beam joist below coincide... Any help as to how I should be modeling this accurately? Thank you in advance.

 

[stressed]

Model a slab with a zero weight material then and assign self weight/Dead loads as an area load assignment. Or define property modifiers to your tee sections to reduce/eliminate contribution of the top flange for analysis while keeping the Tee section type for design if you are worried about double counting the stiffness of the tee flange with the slab.

 

[slickdeals]

Interesting discussion. Has anyone considered modeling the one way slab as a shell element and mesh it along the length of the beam. This should create some sort of T-beam action from the compression flange.

Any suggestions?

 

[ishvaaag]

I certainly have made the TOP of member alignment and in-member segmentation that slickdeals quotes to ascertain the behaviour of some composite beam. This I made with another program I am more familiar with, but I think one can extract some interesting insights of such kind of model. As I made them, results didn't look problematic, even when the segments were quite short.