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I also tried not assigning the property modifiers and i got the same results.

I transformed the composite beam section to a steel section. And i just multiplied the cross section area with 2.1, and the moment of inertia with 2.91, nothing more.

As i said, if i were to put concrete beams or a lot larger steel section instead of my steel frames, the moments in the slab look normal. So my guess is that this problem has something to do with the stiffnes of the frames or i need to do something for the program to figure that this is a...

The program is meshing the plates during analysis and a diaphragm constraint was assigned to every node.

Also here is a layout of the structure.https://files.engineering.com/getfile.aspx?folder=faac609c-c302-4f13-9ad7-ac8ea3f9b5de&file=layout.jpg

So it is a 7 storey office building. The structure has 2 beam spans of 6 meters, and 2 spans of 5 meters on each of the 4 sides of the building. The beams are in both directions, the structure is symmetrical and the slab thickness is 14 centimetres. I also attached the sap2000...

But the problem is with the bending moment on the slab, not with the one on the beam. I need to know if i need to add some kind of stiffness or something to the beam to reduces the slab’s moment. I also don’t think i need a bigger steel section

Hello, i am currently working in sap2000 and i am designing a composite steel concrete building, with steel frames and concrete floor. The issue i have is that i have very big stress on the slabs around the columns (-100knm), using the IPE 270 steel frames. But if i change them to concrete...