Article 4.3.4.6 Control * IMPORTANT EXPLANATION *

Hello, below are 3 different analyzes that I made for the same building with and without basement curtain and without entering the excavation amount. Among these, when the foundation is at 0 elevation, the mdev ratio is 0.50 for x and 0.23 for y. A 110 cm basement curtain causes such a difference. Also, when the ladder is defined for the building, the starting arm of the ladder is not supported on the foundation for some reason, this may be the reason. (rev_12 from the files, where both excavation and basement walls are present, the excavation level without sb curtain is adjusted but the basement curtain is not defined, and the last one is the case where there is no excavation and basement curtain)
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Subfloor bulkheads change the behavior of the structure drastically. This curtain, which you enter 110 cm, is no different from the one entered in the rigid basement floor. The tipping moment is calculated on the rigid basement as you know. Curtains marked as subfloors are not included in the Mdev calculation, but affect the Mdev values of other curtains. If you anticipate that the basement curtains will not contribute to your construction system, enter these curtains by isolating them from the columns and manufacture them in the same way. Or enter the elasticity module close to zero so that they are constructive. However, ensure that what you envision in the project is done on site. I would search the forum for posts that contain the word subasman. Examine the topic;
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Hello, I saw that the result did not change when I downloaded the files that Mr. Ismail had added to give an example before, and checked the "Take into account Nv" option, which does not meet the link beam requirement, and analyzed it.
 
"inş.müh":3vk0pytl" said:
hello, I saw that the result did not change when İsmail Bey downloaded the files that he had added to give an example before and checked the Nv option, which does not meet the link beam requirement, and analyzed it.
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Hello, In the example you analyzed, Since the beams meet the 1/3 condition in the overturning calculation, even if you mark the option, the result will not change. Because it is a tie beam and at the same time it provides 1/3 winding, the Nv contribution is automatically taken into account as per the regulation. Since there is no curtain in the Y direction, it is zero in both cases. In an example where there are beams that do not meet the /3 condition, if you solve the project with and without options, you can clearly see the difference.
 
"M. Berat Denli":1exchyva" said:
"inş.müh":1exchyva" said:
hello, Ismail Bey download the files that he added to give an example before, check the "Take into account Nv" option, which does not meet the link beam requirement, and the result is analyzed. I saw that it has not changed.
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Hello, In the example you have analyzed, the result will not change even if you mark the option because the beams meet the 1/3 condition in the tipping calculation. In an example where there are beams that do not meet the 1/3 condition, if you solve the project with and without options, you can clearly see the difference.
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hello, the example I analyzed was the example that did not meet the 1/3 condition, if it had met the 1/3 condition, alphaM=1 should have been output there. I made an example that met the condition, and I came across something like this. If the ratio of 1/3 is provided and the newly added option is checked, alphaM =1 should be output, but this condition is considered as if it is not met and alphaM<1 is found. Another point that caught my attention was in the calculation made for omega. very high values (M1, M2..). Take it easy...
 
When we check the "Consider the contribution of the tie beams (Nv) that do not meet the 1/3 condition in the calculation of the shear wall tipping moment" option in the analysis settings, the moment arm is taken according to the floor gravity center in this option. In other words, there must be a floor that will form a diaphragm on the floor. As I have shown with the screenshot attached to your model, you can see that the rollover rate is 1 when a console tile is entered and analyzed with the option. Such is the case in trial projects in the form of two curtains and one beam. We are your model; The model I created for the formation of the floor diaphragm;
"inş.müh":3v0rd9xh" said:
Another point that caught my attention was that the values in the calculation for omega are very high (M1,M2..). Take it easy...
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Inverted triangle fictitious loading is done independently.The important thing is to calculate the bond degree coefficient with the formula given in the regulation by obtaining the M1, M2 and Nv values as a result of the fictitious loading.The magnitudes of the m1,m2 and nv values are not important since the fictitious loading is done.TBDY-2018 Training Manual Omega = cx Nv / ( M1 + M2 + cx Nv) In this formula, Nv M1 M2 values are found as a result of unit loading. Let's say you give the vertex value of the inverted triangle 10 times more, these values are 10 times, but the omega does not change. .
 
Hello, Mr. Berat, in my attached test, it takes the contribution of the beam connected to the curtains P01 and P02 connected to the diaphragm, it does not contribute to the beam connected to the curtains p03 and p04, then we can say that this option only receives the contribution of the beams connected to the diaphragm.
 
"civilization":2hvtcpb4" said:
Hi, even though I read the regulation to not follow the forum constantly, I am constantly contradicting myself, so I wanted to get help from you. For a dts:3 building with a building height of 12 meters, we find the bys as 7. My first question is whether I met the mdev condition or not, can I choose a mixed ductile option from A2 in table 4.1, since bys 7 is bys 7. Here, I think I should not choose a mixed ductile option from A2, since my structure is bys 7, but a friend of mine has one from here. He got his license by choosing one of them, he was not convinced and confused me, although I explained the situation. Secondly: no matter what I did, I could not meet the mdev condition even though I put a curtain wall so that it would not affect the architecture. Since the bys in the building is also 7, I can only choose A31 from table 4.1. I think This is the correct one.A31 describes the situation in which all the effects of the earthquake are conveyed with frames, in this case, it is not possible for me to make curtains How will it benefit the mother? because the municipality wants curtains around the elevator. In this case, because the D is 2.5, too much shear force occurs in the only one of this U fret, and 12 or even 14 stirrups are required. I wonder if I am doing something wrong. 3: While using ide v7, I was analyzing by showing the basement curtains, but the mdev condition was met in v10. I wonder if there is a change compared to v7. Finally, what exactly do values like modal e1 e2 e3 in modal analysis mean? Thank you in advance for your help.
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Answer to your second question: you are right on the first point, I misunderstood the bys issue. I apologize for bothering you about this. My reason for thinking on the second issue is also enlightened by your first answer. I agree with you on the last case. In the program regulation tool, a23 or a24 will be selected, then we will come to the analysis settings and replace the rvd with the ones in a31. thank you again. If so, will the mdev problem not occur again when rd is changed by choosing a23 and a24?
 
Mr. How true is this comment of Mr. Ahmet? In buildings with DTS 3 and DTS4, you can only make hollow column beams without using any curtains. In this case, R=4 and your maximum building height will be 17.5 meters (A31
 
"Ismail Hakki Besler":2cwfwhr1" said:
You can find the comparison of curtain rollover controls with Etabs with TBDY 2018. Good work.
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Today, when 1 basement + 2 normal floors could not meet the tipping moment condition in a building, I also I made the ETABS model and compared it with ideCAD and found similar results.Comparison is attached.Moreover, I placed curtains in 4-5 different places (2 x in X and 2 x in Y direction) again in both directions I couldn't exceed 0.75M0. Small building, maximum beam span of 5-5.5 m. Buildings we used to do blindfolded... Result: Unless it's in places like Konya, Ankara Forget about the floor tile. :D
 
Hello, you can find some explanations of Zekai Hodja regarding some of the controversial/incomprehensible issues in TBDY 2018 in the attached video.
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good work, best regards.. Note: Teacher Zekai The presentation starts at 04:40. (I chose to write under this title because of the details about hollow-cassette flooring, the subject can be moved to another topic)
 
When the analysis is made with the existing curtains in the hollow floor system, I see that the ratio is not provided. When I enter the system with a 50 cm infill curtain, the ratio in the x and y directions hits 1 percent. Does the basement curtain change the ratio that much? It seems appropriate, I do not process the 20-40 cm basement curtains into the system, I show them on the drawing so that they do not form short columns in the columns, some municipalities do not have any problems with the curtains up to 100 cm even if we do not enter the system.
 
"muhendise":3qsyone1" said:
I see that the ratio is not provided when the analysis is done with the existing curtains in the hollow floor system, when I enter the 50 cm infill curtain into the system, the ratio in the x and y directions hits 1 percent. Does the basement curtain change the ratio that much? I do not process the 20-40 cm basement curtains into the system, I show them on the drawing so that they do not form short columns in the columns, and some municipalities do not have any problems with the curtains up to 100 cm even if we do not enter the system. In the Reinforced Concrete tab, the option "Subbedded/non-continuous curtain on all floors" must be checked and the curtain should not be used as a tipping moment in the calculation (Mdev).
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