Modelling the combined work of the slab and the filled deck

[YanNov]

Good day, colleagues.
I am doing the verification calculation of the building and I have a question: how to correctly design the following slab. Let's take the slab segment around the core of the building.
We have a monolithic segment, then there is filled deck, then near the facade again a monolithic segment (pic 1). It all is supported by cantilever beams that come from the core.

The question is how to properly design such a combined slab in SAP2000? As I understand, the monolithic segments should be modeled by SLAB-THIN type, with appropriate coefficients of cracking, but how to model the segment of filled deck?
With a membrane - without creating a mesh and without considering the stiffness of the rib? But then how to relate the work at the slab in the Y direction to the monolithic segments if there is no mesh?
By slab - and lower to 0.001 the bending and shearing stiffness in the Y direction, and in the X direction calculate the real stiffness of the "beam" as a section "T" (pic 2)? Wouldn't such a model have inflated stiffnesses?
Can you tell me how you model and calculate such slabs with such sections?

For reference:
Picture 1: orange - monolithic slab, pink - filled deck, green - beams, red lines - mesh as I see it if I model the filled deck as a membrane.
Picture 2: M11 - section of the filled deck across the span to calculate the stiffness of M11 and V13, where the width of this section is equal to the spacing of the ribs; M22 - section of the slab along the span by 1 unit length, thickness equal to the thickness of the slab above the deck, needed to calculate the stiffness of M12 and V23; M12 - same as for M22, needed to calculate the stiffness of M12 and V12 in the slab plane, thickness the same as for M22.

 

[HTURKAK]

I read this thread 3-4 times and still not sure .. As far as i understand , the question is modelling the ribbed slab portion..

My suggestion would be;

- You may model the solid slab portions with plate elements having uniform thk. in both direction ( yellow slabs at the sketch )

- You may model the ribbed slab portion with flat plate elements with equivalent thickness . The sketch is not clear if the ribs are the same in both directions .If so, ( geometrically isotropic) , you can model the ribbed slab having nominal uniform thick . ( equivalent thick de= SQRT (12 Irs/ bw)) Irs = Moment of inertia of ribbed slab shown with gray color section M11)

- If the ribs are at one direction only, ( geometrically orthotropic ) , you may model the ribs with beam elements and slab with flat plate elements with thk. of M22 or ,assuming materially orthotropic modifying Ex and Ey

- You may model the beams with finite element frame elements .

- I do not know the forum rules if OP can post the thread with his native language. You may try so your post could be more clear for someone and get better responds ..














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