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Turkish In the small project I have attached, the difference between RM and KM was a bit too much for me. It is a situation caused by the curtains, but I want to solve this problem. I do not want to allow such a structure to twist so much. I am waiting for your valuable help. 2) I would appreciate it if you could indicate errors and ideas about the project. Best regards, good work
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Help with torsion?
- Thread starter cakilomer
- Start date
I haven't made any changes to your project. I just tweaked the slab rib directions and used the parallel semi-rigid diaphragm option. My advice to you is not to use 30 cm high beams. Even the change in beams will cause the center of stiffness to shift. In addition, it is better to make the K6 beam as a continuation of the K5 beam continuously instead of making a cantilever from the panel. You can cross the existing location of the beam with padding and rib. Other issues have not been examined.
Brother Nedim makes them use 30 cm. I am against it. I am against it. There are few who use even 32 cm in my position, but I do not make high-rise buildings as hollow blocks anyway. I used the semi-rigid option, but there is a serious ground tension difference. What do you think could be the source of the tension? Sincerely thank you for your interest.
The region you are in is a 1st degree earthquake zone. They're making beams, I shouldn't shake them too much." Masters put the tradition, engineers change it, contractors follow."cakilomer":2lzfjpbc" said:Nedim brother 30 cm is forced to use, I am against it, there are few who use even 32 cm in the position I am in, and he is in high buildings, but I do not make high-rise structures as hollow blocks anyway. Other than that, I have applied the issues you mentioned before, what do you think could be the source of this stress in the foundation? Sincerely, thank you for your attention.
Brother, you are right until the end. I can't resist such small places. But in big places, I don't sign anything that doesn't make sense to me. Your warnings will be a light for us. *What are the drawbacks of defining the basement as rigid and designing only the basement curtains as shells Yours sincerely, your opinion is very valuable to us."NYILMAZ":auxo8w5h" said:The region you are in is a 1st degree earthquake zone. When the earthquake is affecting your region, it does not say "stop, they traditionally make 30 cm beams in this region, I shouldn't shake it too much". Masters put tradition, engineers change it, contractors obey. I didn't look at the foundation stresses."cakilomer":auxo8w5h" said:Nedim bro they make me use 30 cm. I used the option, but there is a serious ground stress difference in the foundation. Apart from that, I have applied the points you mentioned before, what do you think could be the source of this stress in the foundation? Sincerely, thank you for your interest.
I would like to say a few pathetic things... I agree with Mr. Nedim about beam heights. The basement is already rigid. It would be correct to model the basement floor curtains as shells. If you model other curtains as rods, you will collect their inertia into a single point. I did not analyze, but I think it would be a more rough approach and the torsional irregularity would increase more. Applying a semi-rigid diaphragm solution in rib and cassette floors gives much more realistic results. To check this, check the rib/cassette rebars using both semi-rigid and fully rigid solutions. You can turn the S03 column to the curtain in the Y direction to remove the torsion. But the system looks very weak in the other direction. Major direction of column S06 only in X direction. Personally, I am in favor of using curtains in buildings with more than 3 non-rigid floors in 1st degree earthquake zones. If the building form is square or close to a square, I try to use curtains close to each other in both directions. Good work.
Thank you for your valuable comments. There is no torsion in the semi-rigid solution, but the ground stresses increase too much. I couldn't find a way to solve it. What kind of solutions can we produce? *Unfortunately, I cannot turn the S03 column to Y direction.( ARCHITECTURAL CONCERN!!!!) I will enlarge S06 as much as I can, but this may increase the torsion. *What kind of measures can be taken in the P2 curtain? Sincerely, thank you.
At least, I would say try to enlarge S06 and S04 in the X direction and try to make the short sides of the other columns 35 cm."cakilomer":29k2764f" said:Thank you for your valuable comments. There is no torsion in the semi-rigid solution, but the ground stresses are increasing too much. I couldn't find a way to solve it. What solutions can we find? *Unfortunately, I cannot turn the S03 column in the Y direction.( ARCHITECTURAL CONCERNS! !!!) I will enlarge S06 as much as I can, but this may increase the torsion, what do you think? *What measures can be taken on the P2 curtain? Sincerely, thanks.
It's okay to model it as a rod, but modeling it as a shell is a more realistic calculation method. Like a curtain How realistic is it to collect all the inertia of the section on a single bar in a long element? I am not talking about the project specifically. You are calculating a more rigid curtain behavior, especially in the short side of the curtain. (X direction in your project) Ultimately, the choice is yours. Regards..."cakilomer":2qqazivc" said:I want to ask Ms. Proisa something. What kind of problems might happen if I model the P02 curtain as a rod. Kind regards