Beam deflection limit exceeded and stapling problem

S

Sefa Altun

New Member
Hello, first of all, I am a student and I am working on something by myself. You may have noticed the absurdity in the lower middle part of the project. I think that if I put a column at the junction of K33 and K34, it will improve a bit, but I cannot put a column because it coincides with the entrance on the ground floor. When I analyze in this way, I get the error that the beam deflection limit has been exceeded in K34. I also get a stapling error in the s17 column on the ground floor. I searched a bit in the forums, but I couldn't find my answers. I would appreciate your help. Finally, since the program I have is demo, I haven't uploaded the file, so you can't open it, so if you want, I can upload it too.
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upload the project to wetransfer, share the link, increase the floor thickness for the stapler problem, if the beam used to overcome the beam deflection problem is 25*50, make it 25*60 or 30*60.
 
1-check the deflection condition in the beam and floor settings, mark the design without pleats from the beam adjustments 2-mark the columns to which the cantilever beams are attached from the column settings, this column carries the cantilever flooring 3-make the cantilever beams 30*60 and from the beam settings this beam carries the cantilever flooring 4-the stairs The thickness of the floor to which it is connected on the floor ceiling saves 16 cm. 5-in the reinforced concrete design, the floors are marked by marking all floors, and a slab that does not save remains at the bottom, did you use fi 12, and it saves it too. 6- The beams connected to the s17 and s18 columns on the 2nd and 3rd floors and the console formed by the floor edge, the beam that divides the floor delete 7- Let the beam separating the two floors between the columns s17 and s18 remain. m 19 cm brick wall=0.32 t/m2 g=0.32*2.85=0.912 t / mq=0 8- residential flooring g=0.2 q=0.2 you can use q=0.5 in console flooring 9-reasons g=0.15 You used q=0.35. I recommend you not to use a value less than g=0.2. 10-radius g=0.15 q=0.2 if there is a parking lot up to 2.5 tons If g=0.15 if q=0.5 11-punching saves 55 cm, it's up to you to fix the columns, name it automatically, geometric control, no errors, but still do geometric control, do not use average stresses in the analysis, semi-rigid ductility is high r = 7 table 4.1 A15 should have gapless shears.
 
Thank you very much for your advice. I've been trying to learn the program for 2 3 weeks, so I'm sorry if I may have done something wrong or incomplete in what you said. A few minor issues remained. I get the error of insufficient reinforcement in the raft, then I enter the raft foundation and edit the missing places from the additional reinforcements, and it gets better. Then when I analyze it, it is back to its original state. I wonder why? Also, I get (B) errors in S17 and S18. Finally, I cannot fix the reinforcement and cutting error in K39 on the 1st floor. I have attached the final version of the file.
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Got it, so what do you think I can do about the underlying hardware problem? When I fix it and analyze it, it comes back to normal. I wonder if I can get column beam etc expansions according to that without analyzing after correcting?
 
raft thickness 55 cm saves reinforced concrete design.....reinforcement selection.....flooring-raft slab.....you marked raft slab fi 16 Mark at 18 ide reinforced concrete design.....parameters.... .raft flooring parameters.....additional minimum reinforcement spacing is (10 cm), you do eight (8 cm), it saves the analysis again *I did not see the architecture, but on the 3rd floor, behind the stairs next to the elevator shaft, towards the linear load (beam coming out of the beam) With the beam coming out of the s20 column, the beam from another column came together, and then the beam from another column came and connected to this beam (3 beams suspended in the air), so at least there should be a column at the intersection of the two beams, the third beam should be connected to the cantilever beam coming out of the column, I suggest you change the architecture, and a console floor is attached to the suspended beams NOTE : Before static work, you can see the deficiencies in the architecture by drawing how to create a frame system on the architecture
 
Thank you again for your interest. The biggest problem is that I can't put a column where the front and rear entrances are. The shops that will be on the ground floor should be built as two equal shops.
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If there is anything I can do without changing the architecture, I prefer it. Of course, within the framework of logic and security. Small changes can also be made in the column locations. What would you recommend in this case?
 
I started from S3, P1, S8, S4, S3 (after deleting the beams between this column and curtains on the 3rd floor ceiling), that is, I started from S3, and turned back to S3, this area can be steel, it can be closed with a sandwich panel on top, the walls are divided with drywall cantilever beams from S3 AND S4 columns removable console floor can be created, of course, steel console can be made between these two columns
 
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