How is the column shear force greater than a subfloor?

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plastikmafsal

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Good afternoon everyone. In a project where I solved the structure rigidly and there is no floor space in it, the column shear force for a typical column (Ve) is on 4 floors, 3. Could such a thing have taken a greater shear force than the one on the floor?
 
Re: Column Shear Force Reduction Problem Hello, If we write a general answer to your question, it can be yes. Columns may have different design shear forces at different floors. In columns with high ductility level, the shear force based on the design shear safety control, besides the calculation shear force value of the column, in accordance with the earthquake code, the clear height of the column (floor heights, beam heights), beam and column bearing force moments and Velimit values (design shear force). may decrease its value). You can see these values in the column report. Example column shear safety report: In columns with limited ductility level, the column design shear force depends on the Velimit values (which can reduce the design shear force value, whichever is smaller) other than the column calculation shear force value. For details, see TBDY 7.3.7 for columns with high ductility and Article 7.7.5.2 for limited columns.
 
Re: Column Shear Force Reduction Problem
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please answer why the shear force between the 4th floor s16 column and the 3rd floor s16 column has decreased Could you please answer. This answer is very important for us. What is meant by Shear Force and in Major Direction?
 
Re: Column Shear Force Reduction Problem Contrary to what you wrote in the project you added, the design shear force of the 4th floor column did not exceed the 3rd floor. But it may be due to calculation logic. Values in column report: 4th floor S16 Vemajor=15.183 tf 3rd floor S16 Vemajor=16.139 tf
 
Re: Column Shear Force Reduction Problem Thank you very much for your answer, first of all, I would like you to upload the design spectrum value and have it analyzed again. Because there is no problem here. But the situation I have mentioned occurs in the design spectrum I have uploaded. for
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Re: Column Shear Force Reduction Problem The design spectrum you used was already defined in the project you added. I also uploaded and tried the design spectrum as you said. The upper cutoff value does not appear to be greater than the lower fold. We need to see the project where you add the design spectrum and the values that are essential to your question. Screenshot is required with the project.
 
Re: Column Shear Force Reduction Problem Equation 3.3 is not satisfied at the 4th floor upper joint in the minor direction in the S25 column. If the equation is not satisfied, Mu is taken equal to the moment of hardening bearing capacity as per the regulation. As the upper floor is taken larger at the upper node point, naturally the design force is larger. Providing Equation 3.3 is an important consideration. Manual check:
 
First of all, thank you very much, it was a very useful explanation. Where can I see in the program that the equation is not met, and did you solve the verification you made manually or did you get it from the program.
 
There is a very detailed screen in the program for Equation 3.3. I did the validation manually by taking the values from the program report. Whether Equation 3.3 is satisfied or not is also shown in the column reinforced concrete dialog. Similarly, you can do this verification. or Since it is very clear whether the equation is satisfied or not, we did not feel the need to include the information provided/not provided.
 
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