Performance Analysis

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kasky

New Member
HI, I have a few questions about the attached project. When we do a normal analysis, it gives an error that the vertical load is too high in some columns and the punching security is not provided in others, but when we do a performance analysis, it does not give an error about the columns. 1) Should we strengthen the columns that give vertical load error, if yes, should we strengthen up to a certain floor or should we continue throughout the building. 2) For example, it did not provide the performance we wanted and we want to put a reinforcement curtain, should the curtains continue up to the top floor or can we finish it on the floor we want. 3) Column application plans seem problematic in the polygon columns I have created, I wonder if I made a mistake in creating it, I am waiting for your answers with respect.
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"kasky":at4ojyjn" said:
HELLO I have a few questions about the attached project. we want to put a reinforcement curtain. Should we continue the curtains to the top floor or can we finish it on the floor we want.
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It is recommended and desired to continue the reinforcement curtains on all floors.
3) the column application plans seem problematic in the polygon columns I have created, I wonder if I made a mistake[ /quote] There is no problem in the formation of the polygon column. In such cases, you can edit it by using the Draw/Reinforcement/Stirrup-Sticker commands. If it is desired to be controlled, it is appropriate to select the Ductility level High in the Analysis Settings dialog.
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In general, since the joint details of the existing structures are not good, it would be more accurate to accept the old structures for which the performance analysis was made as mixed or normal ductility level according to the condition of the walls.
 
I have a question about performance analysis, I found it appropriate to add it here so as not to open a new topic. I modeled and ran a build from scratch. All reinforcement analyzes and calculations were made by İdestatic and there are no problems in the reports. But I took the same build and put it into performance analysis. Despite the reinforcements it found, it gives a warning of damage to some beams and columns. I checked the settings, I am running it with extensive knowledge and I do not touch the accessories that the program has set itself. I run the performance analysis for an earthquake with a 10% probability of being exceeded in 50 years. In this case, wouldn't it be expected that all beams/columns will work smoothly for the existing structure? Or am I missing something somewhere. Good work, Yağmur Can KOÇAK
 
"yagmurcankocak":3ow0aivh" said:
I have a question about performance analysis, I found it appropriate to add it here in order not to open a new topic. I modeled a structure from scratch and ran it. All reinforcement analyzes and calculations were done by Idestatic and there are no problems in the reports. But I took the same structure and put it into the performance analysis. Despite the reinforcements it found, it gives a damage warning on some beams and columns. I checked the settings, I run it at the comprehensive information level and I do not touch the reinforcements that the program has adjusted. I run the performance analysis for an earthquake with a 10% probability of exceedance in 50 years. Isn't it expected that all beams/columns for the structure will work smoothly, or am I missing something somewhere. Good work, Yağmur Can KOÇAK
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Hello, Add the project, let's examine it. We can evaluate the issue more accurately by commenting on the data...
 
"HakanŞahin":18tfl5i1" said:
"yagmurcankocak":18tfl5i1" said:
I have a question about performance analysis, I found it appropriate to add it here so as not to open a new topic. I modeled and ran a build from scratch. All reinforcement analyzes and calculations were made by İdestatic and there are no problems in the reports. But I took the same build and put it into performance analysis. Despite the reinforcements it found, it gives a warning of damage to some beams and columns. I checked the settings, I am running it with extensive knowledge and I do not touch the accessories that the program has set itself. I run the performance analysis for an earthquake with a 10% probability of being exceeded in 50 years. In this case, wouldn't it be expected that all beams/columns will work smoothly for the existing structure? Or am I missing something somewhere. Good work, Yağmur Can KOÇAK
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Hello, Add the project, let's examine it. We can evaluate the subject more accurately by commenting on the data...
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"yagmurcankocak":18tfl5i1" said:
This is the model I just mentioned:
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Your project is "life safety" in the performance analysis for "earthquake probability to be exceeded in 50 years" "Life safety" seems sufficient in the performance analysis since the building's structural importance factor is 1. However, in the performance analysis, there are elements that do not provide column-beam shear safety according to TDY 7.5.2.6, but similar elements do not seem to provide column-beam shear safety in the normal solution. (Perhaps you may have mentioned these elements.) If you provide these combinations in normal analysis, you can also provide them in performance analysis.. Appendices :
 
Friends, I felt the need to explain so that there was no misunderstanding in my previous answer. When I said that the existing structure should not be considered as high ductile, I meant the behavior of the structure. The R coefficient selected according to the ductility condition and the regulation and the controls applied to the structure change. If the building is curtained in an existing building, we usually use an R of around 6. If there is no curtain in the building, we use around 4 R. This corresponds to the mixed and normal structure in behavior. It is not possible for the junction area details of an old building to meet the high ductility requirements of the regulation. So far, I have not come across an old structure that meets these conditions. You may say that R is not important in performance analysis, but we do not only perform performance analysis when evaluating the current structure. We also look at the irregularities of the building according to the regulation. Here, too, R has an effect. However, there are some contradictions in the regulation here as well. Shear control of column beam junction areas is required. However, this is a valid control for highly ductile structures. In order for the program to do this, you need to choose high ductility. So does this check make any sense? I don't do this and if the administration asks, I explain it. How do you control an area where it is not possible to see the equipment and details in an existing old building? This is not possible. You don't trust these combinations for reinforcement anyway, and with high ductile shears, you get the earthquake load to a large extent. There are no such controls in the new regulation that is currently being prepared. There will probably be no control of the beams either. By the way, I want to address your other friend's problem. Performance analysis and normal building design criteria are not currently compatible. Their logic is completely different. That's why sometimes this happens. The building, which does not cause problems in design, may be unsafe in performance analysis. In fact, the main reason for this is that performance analysis is considered for existing and old buildings, and it is desired to stay on the safe side because there are too many unknowns and the quality of workmanship and materials in old buildings is very low. Presumably, these inconsistencies are being tried to be eliminated in the new regulation. Our regulation contains some heavy conditions according to FEMA and ASCI 41. The reason for this is, of course, that our buildings are in worse condition than European and US buildings.
 
When you say floorless, do you mean without rigid diaphragm? If so, I need to remind you that you need a rigid diaphragm to be able to perform performance analysis in the IDE.
 
"kasky":1bqhtsg6" said:
HELLO There are some errors in performance analysis in the attached project, how can I fix it?
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I think you are talking about the curtains under the heading of shear damaged elements, since the shear force (Vr) on the curtains is greater than the shear capacity (And) of the curtain in these elements It appears in the status of brittle element.(Transverse reinforcement failure) In the performance analysis, if the -Count brittle elements in the collapse zone- option is checked and the analysis is made, the shear force information coming to the shear walls can be examined from the Shear Performance Analysis Results reports.In addition, in the project; *Reinforcement curtains named GP03 and GP06 defined in the basement floor not defined in the same coordinates as the other floors *There are a few columns with vertical continuity problem between the ground floor and the basement floor. *In the projects where Linear Performance Analysis will be made, the panels are modeled as bars (Cracked section rigidity is not obtained in shear walls modeled) Good work
 
"unver":2z2xscc1" said:
Sn helmet Untiled strengthening life safety [ /b].Unver ÖZCAN
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can we understand from this sentence as there is no need to take any precaution in brittle elements because it provides life safety? Note: Actually, there is flooring on all floors, but I closed the flooring layer, it is not visible from it.
 
"kasky":13pwnfzt" said:
"unver":13pwnfzt" said:
Sn helmet No-floor enhancement [color= #FF0000]provides life safety [/color]. Since Ünver ÖZCAN
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provides life safety from this sentence, there is no need to take any precautions in brittle elements. can we understand as
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Mr. Kassy I wrote in different colors to get your attention. According to the Earthquake Code, brittle elements must be strengthened. If you calculate the performance with the count brittle elements in the collapse zone option or count option in the data entry, in both cases gives you a warning about brittle elements in the calculation printout. My other suggestions for your project (Written considering the works I have designed and implemented.) -Bodrum floor S34-35 columns are sheathed on both sides in the basement. made on three sides on the upper floor. In the basement, one side of the columns remained empty. The basement should also be three-sided. -It will give better results if you sheathing the columns from four sides instead of sheathing from one, two or three sides. If you do not sheathing from four sides, it is not enough to combine the old concrete with the new concrete with the anchor reinforcement. It gets hard. (There is no room for the concrete to enter.) -One of the best solutions is to design the reinforcement as much as possible, not on the columns by sheathing, but by adding additional shears so that most of the earthquake moments are taken over the walls, leaving very little moment and vertical load on the columns. Take it easy Unver ÖZCAN
 
"unver":ymxlp7tf" said:
Mr. helmet I wrote in different colors to attract your attention. . . . Take it easy Ünver ÖZCAN
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Thank you very much for your answers. I had covered the floors on the floors and it provides life safety according to the regulation and even immediate use It turns out, but the brittleness of the curtains in the basement does not improve. How can I remove the brittleness of the curtains?
 
Mr. helmety - If you place reinforcement curtains as in the "CURTAIN PLACES" plan I have given in the appendix (starting from under the upper level floor and with a concrete value of C25), your project provides LIFE SAFETY. Take it easy Unver ÖZCAN
 
Mr. suatyy, when I gave it as CURTAIN PLACES.png, I gave the basic image so that the basement curtains would be clear. Reinforced places are basement curtain. (ANNEX: BODRUM MOLD PLAN) Basement formwork plan can be seen by examining. Unver ÖZCAN
 
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