Shear shear force and slab in-plane setbacks

A

actombo

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Hello, 1) In my project, I could not overcome the P10 curtain shear force problem even though I tried many options. 2) There are places on the floors that in-plane stresses do not recover. How can I fix them? 3) Is it a correct interpretation to define the beams connecting the elevator curtains as tie beams and take the R coefficient as 6? I am open to suggestions and comments about the carrier system. Good work
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For floors and curtains, select the finite element spacing of 40 cm and have the analysis performed. If the finite element spacing for floors is 80 cm. This change may relieve areas with stress concentration on the floor. If the tensile stresses have decreased but still does not recover, make the finite element spacing 20 cm. If the areas that do not relieve the floor stress are on the console floor curtain face, arrange the console floor reinforcements as lower flat and upper flat. A finite apple width of 80 cm can cause stress concentration in some cases.
 
Thank you for your reply, Mr. İsmail, but unfortunately I could not fix the errors. In addition, there is another situation that I noticed, there is an excessive accumulation of reinforcement in the basement floors. It is almost 3 times as much as the upper floor.
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Hello My suggestions; Since this project is hollow, the TBDY2018 regulation penalizes it. Unlike the old regulation, the most important problem is tipping, as the rollover control is coming. Along with other additional investigations, the construction of a hollow block project has become very difficult in the regulation. If this project was in the old regulation, I would balance it in an average of 1 hour. When I looked at how long it would take to try this regulation, it was 10 hours. (Is this exactly what we wanted? Also, use the project after IdeCAD officials respond to the item 4.3.2.4.a, which I gave the screenshot of (there is a difference between the number and size). Unver ÖZCAN
 
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As discussed in the attached link. There is no single clear view for which structures 4.3.2.4 should be checked. In version 10.03, we do this check in this structure. However, the other view is that this control should only be done in curtain systems. If this is done, this project will be much more balanced and relaxed. One of the professors also took office in the regulation commission; He expressed the opinion that the 4.3.2.4 control should only be carried out in buildings where the effects of earthquakes are carried by reinforced concrete shears. My suggestion is that at this stage, do not try to provide the 4.3.2.4 control in this structure and do not apply the 4/5(R) rule.
 
I did not have a chance to review this project. But you can solve it by taking R=6 as a mixed system with a hollow core that meets the tie beam condition in a region close to the center of stiffness of the system. Or, if your curtain does not meet the requirement for a spaced curtain, you can still buy and solve R=5 as a mixed system.
 
You can't make a mistake by buying R=5 and not applying 4/5(R), according to 1st opinion. No, if you agree with this view, take R=5 in this project and apply 4/5(R) in the dialog. In this case, the program will give a message that 4/5R has been received in the report. The R coefficient will be written as R=5 entered in the selection reason section and R=4 taken.
 
Thank you for your interest, Mr. Unver and Mr. Ismail. The omega value for the beam connecting the elevator curtains in the Y direction is greater than 1/3. Therefore, I will only accept the R coefficient in that direction as 6 and accept 5 in the X direction and try to solve it. It has been 20 days and I am still trying to solve it. Thanks again.
 
"unver":2tjneihb" said:
Ismail bey gives an error when we get R=5, 4.3.2.4.a gives an error.
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It does, because v10.03 applies this rule. Take it if you want to consider it. Don't take it if you want to. There is nothing to do at this stage We may not have automatic dictation in v10.04.
 
The view expressed in the article you mentioned is the 1st view discussed here, and it is not a new view, but there is also a second view that is the opposite of this view.
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