Deflection Problem

[bha]

good day, in my idecad attached file, although there are not many tile openings in the d10 tile, I am facing the deflection problem. Do you have a problem with the modeling, thanks in advance

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[HakanŞahin]

Hello, You have chosen the solution option according to the semi-rigid diaphragm. The panels are modeled as rods. We see the result from meshing the slab-bar elements together. Model the panels as shells so that the modeling of the floor finite elements is mathematically more realistic. In all projects, it is useful to examine the deformation of the structure under vertical loads after its analysis. You can burn a lot of clues about data/mathematical model accuracy.

 

[NYILMAZ]

I suggest you reconsider this carrier system design. I feel like I'm under severe architectural pressure. There is no proper framework in the system. Most of the beams tap into the console or stud. Almost all of your columns are connected in one direction only. I recommend abandoning the column-to-console design. You entered the upper rigid basement floor number -2. If you accept -2 floors as rigid in both directions, why didn't you accept the first basement as rigid? I think -3 would be more reasonable. As Hakan said, if you look at the deformation, you will have a different opinion about your carrier system. (check the deformation amplification factor by deactivating the automatic tick) It is also useful to review the displacements of the tiles. Model your K31 beam as 2 different beams. You have columns that you cannot exceed the column beam shear safety. I don't know if the design is complete but low floors, rips, poorly connected beams and columns etc. I did not find this system healthy. In this sense, I apologize if I have upset you, but I could not help but express my anxiety. Good luck with.

 

[proisa]

I also agree with Nedim. These are my personal opinions, but I am writing to give you an idea. Both basement floors do not comply with the definition of rigid basement in the regulation. The rigid basement floor number should be -3. Even if it is a basement curtain, the placement of basement curtains is not symmetrical in terms of rigidity distribution. It causes torsional irregularity. There is a distance of about 5m between the centers of mass and stiffness. .Most of your columns are operating above 1% in percentage and this shows that they are struggling as a moment. In the same way, some of your columns have fallen into weak colon status. It would be beneficial to increase the sections. .In a structure with such a number of floors as the narrow side of the column, min. I recommend using 30cm. In addition, in this case, your stirrup spacing increases to 10 cm in the column tightening area and there is no problem in the application. .If there is no problem in terms of architecture, adding symmetrical curtains in both directions (converting some columns to curtains) while keeping your existing curtains will relieve the system. .I can't say it's completely wrong from the column to the console design. As a result, effects and deformations are calculated according to this design in the 3D analysis system. The ideStatik team states that there is no difference in terms of analysis when modeling beams such as .K31 as one or two beams. As a result, the program creates a nodal point at the point where the stud comes and divides the beam into two. Only the reinforcement design will be different. If we slurred, be forgiven...