strengthening

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aksualigurbuz

New Member
Take it easy, everyone. After the Van earthquake, the fear of an earthquake in all provinces has taken off. We took a decision together with our friends in the institution we work at and we want to reveal a general situation as much as we can (in cooperation with imo). I know it's a long and tedious job to do. It's ok if there are a few buildings, but we want to develop a building damage level determination method as we want to quickly reveal a general situation. Let's see, it will reveal financial and moral difficulties and will not be able to meet any allowance. I have obtained a few documents in my research, but I want our more experienced engineer friends to be informed if there are methods that have been used before and have proven reliability.
 
Dear aksualigurbuz, Do you mean by determining the damage level of the damaged buildings? Or is it to determine the possible damage to undamaged structures in the event of an earthquake?
 
Hello friends. I want to solve a laughing project, but I've never done it before. If you have documents that roughly describe the stages, can you share them?
 
Since the projects are not available while the reinforcement project is being prepared, the situation is limited according to section 7. In this case, architectural and static reliefs are removed. I do not have a question about the concrete strength, but it says in the regulation that the regulation must meet the minimum reinforcement requirements for whichever regulation the building was built (stripping tests In this case, when we take the A(acceleration) coefficient as 0 (zero) while doing the analysis, we will have the analysis done only according to the vertical load (according to the prepared regulation). I wonder. Could you please describe how I can do it using the idea. I don't want to be mistaken.. Can you also help us by using the regulation on how to do it from the beginning.
 
Hello there; After creating your model, if you press the Reinforced Concrete button in the Reinforced Concrete/Column or Beam menu before performing the Static Analysis, the minimum reinforcements will be added to the sections according to the selected regulation. is assigned. As a result of your analysis by taking Ao = 0, not the minimum reinforcement, but the reinforcements needed under vertical loads will be selected. Best regards.
 
Of course, in addition to this, it is necessary to determine the ratio of the existing reinforcement by stripping and magnetic scanning methods. If it is below the minimum (common). At this rate, it is necessary to reduce all reinforcement minimums. Since we can give minimum and maximum on columns and curtains, we can adjust this. You don't need to work hard for the beam. Arrange to receive curtains at 75% or more of the horizontal shear force (in both directions separately). Never look at the beam assessment.
 
I think it is necessary to make the safety coefficients for concrete and steel 1 in order to analyze the performance of the existing structure. What should be done? I wanted to ask.
 
The program will automatically take the safety coefficients for performance analysis as 1 x information level coefficient, you do not need to change the general settings separately.
 
Hello there; Here's what I understand: if there is no existing project, static roleves are removed, the system is entered according to the prepared rolevele plans, 2-the minimum reinforcements are discarded after the system login (by clicking on the reinforced concrete tab and checking with scrapings-reinforcement devices) 3-the system is in this state (by taking core samples and evaluating them) It is subjected to performance analysis by taking R=1 4-If everything is in compliance with the regulation, we say that the building does not need to be strengthened 5-but let's say it did not provide the hk situation, in this case we put curtains or sheathing where deemed appropriate 6-(here this is important)- I placed the curtains in this case R =4(of course it will be appropriate, but as an example, let's choose 4 because it has curtains. I will solve the system again as if it is a new building and define the equipment on the curtains (I will lock the other reinforcements). I don't want to do it, take it easy 0555 612 85 29
 
Generally correct. For the design of newly laid reinforcement curtains, it can be taken as R=5-6 depending on the condition of the building. We're locking the existing reinforcements after we've already beaten the minimums. You don't need to do R=1 when performing performance analysis, anyway, the program automatically performs performance analysis by taking R=1 and making material and load coefficients 1. After the retrofit, the performance analysis will be done again. According to the type of the structure (TDY 2007), it must meet the necessary performance conditions. However, as much as the analysis methods and sometimes even more importantly, the strengthening methods can be applied in building reinforcement. They should be chosen according to the type of building. Not every strengthening method can be applied in every structure. I suggest you do research on this subject or consult someone experienced in this field.
 
"suatyy":26i75mau" said:
Dear aksualigurbuz, Do you mean to determine the damage level of damaged structures by determining building damage, or to determine the possible damage to undamaged structures in the event of an earthquake?
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reinforcement realization coefficient take it easy. I wonder how we apply the reinforcement realization coefficient in the regulation. What I understand from this is that there are 100 columns on any floor. It says 20% column stripping should be done at the intermediate level of knowledge. In this case, 20 We need to do the stripping. In the project (I am throwing), let there be 8 pieces of 16-gauge iron in a type column. In this case, let the area of 6 fi 14 iron be x. Let the area of 8 fi 16 iron be y. k= reinforcement realization coefficient will be x/y. In other types of columns, shall we try to find the appropriate number of reinforcements by multiplying the reinforcement area specified in the project with this coefficient? .or else, can we get the same results of column stripping for other columns. Example: Let's have 3 type columns 4fi 16.6 fi 14.8 fi 14 respectively in the strippings made. Can we put the same stripping numbers (comparing with the x-ray results) on other types of columns. The same applies to beams. Or how do we apply the reinforcement realization coefficient and is there an idea? .take it easy, have a good work. Another question I have is, where can we get the beam tightening length? In our measurements, even in large span beams, only tightening was made in the 50 cm support area.
 
Column
"asaf45":2e8hjhn8" said:
take it easy. I wonder how we apply the reinforcement realization coefficient in the regulation. What I understand from this is that there should be 100 columns on any floor. It says 20% column stripping should be done at the intermediate level. in this case We need to do 20 stripping. In the project (I am throwing), let there be 8 pieces of 16-gauge iron in a type column. Let the area of the iron be y. k=the reinforcement realization coefficient will be x/y. Shall we try to find the appropriate number of reinforcements by multiplying the reinforcement area specified in the project with this coefficient in other types of columns. Or can we get the same type of column stripping results for other columns as well. Example: 3 types Let's have a column. In the strippings, let's say 4fi 16.6 fi 14.8 fi 14, respectively. Can we put these stripping numbers (comparing with the x-ray results) on other types of columns as well. How do we apply the reinforcement realization coefficient and is there an idea
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Hello, In the program, the reinforcements to the columns and beams can be entered manually by the user. Columns or beams of the same type can be listed on the screen using the filtering facilities in the reinforced concrete dialogs. By holding down the Ctrl and Shift keys, more than one line or all lines can be selected and the reinforcements of the selected lines can be changed at once.
"asaf45":2e8hjhn8" said:
I have another question, where can we calculate the beam tightening length. In our measurements, even in large span beams, only compaction was made in the 50 cm support area. But I couldn't find the entry to the program. In the analysis, it is important whether there is wrapping in determining the effect/capacity ratios of columns, beams and shear walls. (Table 7.2-Table 7.3 Table 7.4) No information about the wrapping length is required. can report to the program.
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Thank you. If I say that there is no wrapping at the right and left ends of any beam, but when I select the stirrup spacing of fi8/30/10 in the transverse reinforcement tab from the reinforced concrete tab, it takes 30 cm in the middle region and takes 10 cm in the other region and tightens. I "There is no compaction at the left and right ends. I wonder if there is no compaction in the impact capacity ratios because I did not select the " option. The reason I did this is because I can enter the results showing the scraping stirrup intervals more realistically from the reinforced concrete tab.
 
Mr. aksualigurbuz, your opinion is a very logical and correct one, it has been thought by scientists in this world and in our country, and scientific methods that we will call PREVIOUS WITH NON-DAMAGED METHODS have been developed. It is the P25 METHOD developed by Istanbul Technical University and supported and awarded by TUBITAK. It has been tried in more than 350 buildings and has been proven to be 90% accurate. this method is the work of prof semih tezcan and prof Gülten Gülay. If you want more information, you can contact me at
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. greetings, luck oflaz
 
"aksualigurbuz":p7nhuo4p" said:
thank you. If I say that there is no wrapping at the right and left ends of any beam, but when I select the stirrup spacing fi8/30/10 in the transverse reinforcement tab from the reinforced concrete tab, I take 30 cm in the middle region and take 10 cm in the other region and tighten it. I wonder if there is no compaction in the effect capacity ratios since I did not check the option "There is no compaction at the left and right ends". The reason I do this is because I can enter the results showing the scraping stirrup intervals more realistically from the reinforced concrete tab.
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Yes, there is compaction at the left and right ends Since the " option is not selected, the damage limits are determined in the non-coiling condition.
 
Thank you, Mr. Levent. Well, I have made a distinction about the level of knowledge. I want to ask him. I have a service building analysis job. When I look at the regulation, it is said which buildings are included in the limited knowledge level. However, I wonder what class the public service buildings fall into. I wonder if it is included in the group of other buildings because it has a place. When we say service building, it is not the governor's office, the district governor's office or the municipality building. like. I wonder which group these buildings fall into. Have a nice work.
 
The level of knowledge is determined not by the type of building, but by the available data about the building. TDY Article 7.2.2.1 also states that buildings that require immediate use after an earthquake cannot be examined based on limited knowledge level. It would be more appropriate to learn from the General Directorate of Disaster Affairs in which scope the buildings you mentioned should be evaluated. (I think the public buildings you mentioned should be evaluated within the scope of buildings that should be used after the earthquake.)
 
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