I deleted all the columns. I re-entered it with the same size and same layout. You may have read columns from the architectural project, because the column dimensions were not written in the project. I analyzed it without making any changes. There was no column with excessive reinforcement accumulation. In your project, there is some decrease in all of the 22-25 fi 14 reinforcements. But the main thing I want to mention is the beam dimensions, I always write, I will write again WHY 30 cm beam height in the 1st degree earthquake zone, and besides, the beam widths are delicate values such as 25/30, 40/30. (especially beam K001, K012, K038 and all other beams). In such a case, it is impossible not to force the sections. Naturally, it is inevitable to load the reinforcements. Besides, it's a subject I write about all the time: I don't understand the logic of making a flat ceiling ribbed floor system and not connecting the columns to each other. (P002 screen) The system can be relaxed with some other options, but I think these are important in terms of design. You have not solved the column beam joint shear safety problems. I can say that square columns are more beneficial in such rib-beam systems. Both you encounter less b problems and beam connections (due to being horizontal) are getting better. There are a few more tips, but I do not want to enter because your system is a system that will not be forced by the measures I mentioned. Otherwise, you will go to conclusion by ticking some boxes, which I don't find right. Good work. N. YILMAZ
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