Column Shear Safety Problem

H

hmym

New Member
Hello, my esteemed professors and fellow forum members. I designed my attached project according to the DD1 earthquake ground motion level. Which of the mathematical or semi-rigid solution parameters do you recommend. When I solve it according to fully rigid, the relative translation problem disappears (in my relative translation, the displacements in the x direction are at the limit values). Also, I could not solve the reason for the shear safety problem in the s2 column in the basement floor. Do you think it is necessary to use curtains in this 3-storey building, can enlarging the existing columns and increasing the concrete class be considered as a separate solution? Stirrup tightening and double stirrup parameters are selected in beams with a large span, but how healthy would it be to pass these openings with the base to provide deflection conditions. Can I ask for your opinions and suggestions on the project apart from what I said. I wish you a good day..
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Hello -I think your project is a Residence/Villa and a new cast-in-place building can be solved according to DD2 (Standard design earthquake ground motion level). -Since your project does not have a beamed floor and irregularity, you can use the one you prefer from Full or Semi-rigid diaphragm situations. -You have defined a beam on Bodrum Curtain, what you have done for the window space can be modeled in this way, but a short column situation has occurred. Short columns should be defined as short columns by using the "Short Columns" command in the right-click menu. -Only Ø8 is selected as column stirrup reinforcement. When you select Ø10 and analyze, Column shear safety (shear reinforcement deficiency) error is fixed. -Your project is Basement + 2 floors and the plan area is small, and the column dimensions seem sufficient. I think there is no need to use curtains in this project. You can continue like this. -The stair tower solid is not modeled. Complete the model or delete the empty solid.
 
Mr. Yasin Hi When I perform the analysis, I see that the structure is in the range of the collapse zone. I think that the concrete class column sizes and beam heights used according to the floor count are sufficient. What can I do to stay at the limited damage level here. Thank you..
 
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