Analysis Method

[k0ry]

Good evening, I will transform a building that was designed as a wedding hall and its construction was completed into a school. I defined the building exactly to the program. First, I made a structural analysis and saw that there was a deflection in the beams. Then I did a performance analysis by choosing the values according to the 7th section of the performance analysis settings. provides. Actually, although I thought that I should do a "performance analysis" because I was working on the existing structure, I wanted to get your valuable opinions. Is performance analysis alone enough? Or should the structural analysis be taken into account and reinforcement should be made to remove the deflections in the beams? "Since FILE IS LARGE THAN 3MB;

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[mertoni]

You wrote that the building will be converted into a school. I suggest you to check the conditions related to performance analysis of educational institutions in tdy2007. However, the level of knowledge about the structure is also important, especially the ground condition of the reinforcement tests as a result of core drilling. These are the factors that determine the level of information entry related to the Building Regards Note: Structure analysis is not required as per the procedure regarding the finished buildings, it is sufficient that the performance analysis meets the relevant requirements

 

[mertoni]

You wrote that the building will be transformed into a school. I recommend you to check the conditions regarding the performance analysis of educational institutions in tdy2007. However, the level of knowledge about the building is also important, especially the ground condition of the reinforcement tests as a result of the core. These are the factors that determine the level of information entry regarding the building, Regards Note: Structure analysis is not required due to the procedure regarding the finished buildings, only the performance analysis should meet the relevant conditions quote] After my first job, I found the opportunity and downloaded the project. I list my thoughts below. 1-The main thing that caught my attention was the concrete class selected for the building. The concrete material used appears to be C30. Did you have the core samples taken? value You have to find a result by averaging these results (taking into account the standard deviation) and assign this result to the relevant materials. 2- There are vertical carrier elements in the building that are not attached to a rigid diaphragm. On the 1st floor (like s9-s10-s11-s12-s13), my assumption is that these elements form a diaphragm with a steel or space roof. If so, you need to transfer the most negative loads of the related roof to the elements on which it is supported so that you can make a realistic calculation. I think there is such a roof on the 2nd floor. Please correct me if I'm wrong. 3-How did you determine the reinforcement conditions of the building you modeled? (Reinforcement spacing, number of bars, is the stirrup tightened? The current life of the structure, is there any corroded reinforcement?) I recommend you to check whether the structure is made in accordance with the relevant projects. In the light of this information, you mark in the relevant section that you have limited, moderate or comprehensive information about the structure. 4- The foundation of the structure is modeled as a raft and the soil class is z4 and the soil safety stress is 12. Although the reinforcement in the form of Q20/20cm is placed on the raft foundation, the ground stress does not save. Is this reinforcement available. If there is, you should assign the reinforcements by entering the number of reinforcements in the relevant reinforcement boxes in all elements, as in the raft, and by ticking the fix the reinforcement box. Finally, I would like to remind you that retrofitting projects are different from normal building design and it is absolutely necessary to get help from someone who knows when designing such projects (I have done this many times. I still consult my experienced and knowledgeable colleagues even in the simplest reinforcement works.

 

[k0ry]

Thank you for your time, mertoni. I took a detailed note of what you said about the standard while I was examining the 7th chapter, thanks anyway. I have a newly completed project of construction of the building. I have made my analysis based on the information written in the project, according to c30. The project has been analyzed many times according to different classes of concrete and knowledge level. I am making preliminary preparations for the job, of course, when we get the job, the necessary samples will be taken in the required quantities. What I really want to ask is that I do not naturally see the deflection problem in the beams in the current project in the performance analysis. As you said, the standard does not tell me to do a structural analysis. However, beam deflections still confuse me.

Finally, I would like to remind you that Reinforcement projects are different from normal building design, and it is absolutely necessary to get help from someone who knows when designing such projects (I have done this many times. Still, even in the simplest reinforcement works, I would like to remind my experienced and knowledgeable colleagues. I consult.

I think it's proof that I agree with you when I consult on this platform .

 

[mertoni]

Greetings Problems with beams such as deflection or shear safety appear naturally when you do a structural analysis. If you do not count the brittle elements in the failure region when you perform a performance analysis (you can mark them in the performance analysis section), then the brittle elements caused by shear forces must be further strengthened. Performance analysis and Structural analysis are very different you will appreciate. When you take a performance analysis, you can check the maximum damaged or minimum damaged elements in the failure region in the element general information. The important thing here is to determine the performance level of the structure in the relevant earthquake loadings. If the structure is not at the relevant performance level, selecting and applying the necessary strengthening methods in order to reach this performance level. I think each structure should be evaluated differently in itself. When it comes to the concrete class, the performance level of the structure is directly proportional to the construction materials used. The core results of the structure, where c30 was used in the project in question, and most importantly, the reinforcement situation is important in the analysis of the structure. I suggest you not to ignore the issue about rigid diaphragms that I wrote in my previous message, because Yapi is your water tank. If it is not as you modeled in moment I, performance will be different. Best regards Note: Enter the reinforcement status of the beams as they are. The important thing is not the deflection of the beams, but the performance level they show as a result of the performance analysis.

 

[k0ry]

I suggest you not to ignore the topic about rigid diaphragms that I wrote in my previous message, because if the structure is not like the one you modeled in I, the performance will be different

Sir, it will be closed half a floor, o floor will also be divided into classes.I left it as it was in the project where the solid structure was built.In the file I uploaded.I could not connect the columns you mentioned to the rigid diaphragm.Is it possible to manually select the nodes and say that these nodes are included in the rigid diaphragm? Is that the purpose?

 

[Levent Özpak]

Sir, that half floor will be closed and that floor will be divided into classes. Can it be said to include?.I tried to make changes in the diaphragms section in the building tree, but I couldn't unlock it. Is it just for visual purposes? If you want to include it in the diaphragm and solve it; Select all the tiles in the relevant floor. Click the object properties command. In the Static tab, "Choose the rigid diaphragm creation line." During the analysis, it will warn that no rigid diaphragm was found on the relevant floor. Continue the analysis with the option "create default diaphragm" on this floor.

 

[k0ry]

Nodal points cannot be included in the rigid diaphragm manually. Elements connected to the slab are automatically included in the rigid diaphragm. If you want to include all elements in a floor in the rigid diaphragm and solve it; Select all the tiles in the relevant floor. object properties In the Static tab, "Check the rigid diaphragm creation line."

Mr. Levent, I'm sure this interactive help policy followed by IdeCAD will greatly contribute to the expansion of the IdeCAD family. I wish success to your colleagues. Good work.