Performance Analysis

[SCETCHER]

yes, you missed the errors indicated in the circle in the picture. It is not possible for the program to produce such a result under normal conditions. The picture shows error warnings in a red circle. the program is as efficient as you can use it. We heard from some users ''idecad causes such problems, stacad causes such problems, probina causes such problems'' such a thing is out of question . I tried many times. I have also done perf analysis in terms of control and curiosity in many projects I have completed. the result is 10% immediate use in 50 years. It is enough to meet the life safety condition already. The program warns you here because a 23*40 column is in the non-permissible range as per the regulation. However, it allows the solution of the system as it is capable of carrying the loads on it. The minimum column size is 25*60. Moreover, although it is normal in today's conditions, considering the conditions 20 years later, I do not use these dimensions in any project and do not recommend them. I use a minimum size of 30*60 or 25*70 if I have to. after all, in the 20*60 columns made in the 90's, it sounded like aphakia under the conditions of that day. however, the regulations enacted in the intervening 15-20 years are so low that even the figures of the day are underestimated. If you look at it from another point of view, making these elements that carry the building and determine the life of the building by 5 cm on both sides will not harm any contractor financially, in terms of small reductions in column sizes in 5-6-storey buildings, as there is no reduction of even 1 ton of reinforcement. On the contrary, it gives confidence.

 

[besayn]

good work, I'm working on a performance analysis project. It's a project from 2004 and it starts at +100 cm elevation. There are no curtain drawings in the old static projects. I defined a 1m flooding for the project, but it gives results as a brittle element and collapses. What kind of solution should I apply in an earthquake in the Y direction?

 

[HakanŞahin]

good work, I'm working on a performance analysis project. It's a 2004 project and it starts at +100 cm elevation. Old static projects don't have curtain drawings. I defined a 1m subbasement for the project, but it gives results as a brittle element and collapses. What kind of a solution should I apply in case of an earthquake in the Y direction?

You need to look at why the flooded walls come out brittle, brittle means the shear strength is insufficient. You haven't written your purpose here, if your aim is to strengthen, this process cannot be done with sub-basement curtains, reinforcement curtains on all floors You must enter.

 

[musabilir13]

In the performance analysis, do the crossed-out columns as in the table above need to be strengthened even if the performance result is CG or HK?

 

[NYILMAZ]

There is no column-beam joint test in the performance analysis. Column performance and damage range (minimum, obvious, forward, collapse, etc.) Strengthening is done accordingly.

 

[musabilir13]

I sent the corrected project to the

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link. The newly corrected company has posted HK and CG reports and Mold plans. What caught my eye, on the 7th page of the CG report, the FX and FY forces are shown as 0 in the R=1 section of the floor forces. Does this mean that the firm does not affect the earthquake forces, can you help me if there is something that catches your eye? Could you comment on what I found? I'll post the data as soon as I get it. Thank you.

 

[Levent Özpak]

I sent the corrected project to the link

https://we.tl/u5xT8eBAhO. The newly corrected company has posted HK and CG reports and formwork plans. and FY forces are shown as 0 from the ground floor to the 2nd floor. Does this mean that the company does not affect the earthquake forces? If there is something that catches your eye, can you help? Can you comment on what I found? ] Hello, Fx and Fy appearing as zero in the Floor forces means that the earthquake forces are zero. The file in the link you provided seems to have been deleted. Also, you need to attach the project file so that we can examine the problem. Good work.

 

[musabilir13]

There was a problem with my internet, but I could only upload the data of the project. In the r=1 floor forces section, fx looks zero, ground floor 1st floor 2nd floor. He said because I did not create a rigid diaphragm, if there is no company, I will approve the project because we are too late.

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[Levent Özpak]

there was a problem with my internet, I could only upload the data of the project. In the r=1 floor forces section, fx appears zero as ground floor 1st floor 2nd floor. He said because I did not create a rigid diaphragm, if there is no firm, I will approve the project because it is too late I would be very grateful if you could help with the deficiencies you see at work. Thank you for your previous help.

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- In the project you added, there is no rigid diaphragm, that is, the formation of floors in a large part of the 2nd floor and the 1st floor. Earthquake load Calculation Method for structures without rigid diaphragm should be "Reaction spectrum solution with eccentric moment loading on the diaphragm". Therefore, performance analysis of this structure cannot be performed in the program. Performance analysis In the projects to be made, there should be a rigid diaphragm formation on the floors and "Apply the horizontal loads calculated by the Mode Combination Method to the rigid diaphragm" of the Earthquake Load Calculation method should be selected in the Analysis Settings. is. -In addition, it would be appropriate in terms of methodological criteria to make the performance analysis evaluation of each dilatation in separate project files in dilatation projects. Good work

 

[musabilir13]

Does idecad not have a response spectrum solution with eccentric moment loading on the diaphragm, and hasn't the company applied the option "apply the horizontal loads calculated by the mode combination method to the rigid diaphragm"? thank you for your response.

 

[Levent Özpak]

Idecad does not have a response spectrum solution with eccentric moment loading on the diaphragm

-I think my previous message was not understood. General analysis can be done in the program. These are the performance analysis criteria mentioned here. -Performance analysis of rigid diaphragm structures can be made in the program.(In the 8th version, an information message is given on the screen when a performance analysis is requested on this subject.)

and a company '' did not apply the "apply the horizontal loads to the rigid diaphragm" option calculated by the mode coupling method? Thank you for your answer.

-As there is no rigid diaphragm formation, the earthquake load calculation method in the project should be "Response spectrum solution with eccentric moment loading on the diaphragm". Even if the seismic load calculation method "Mode combination" is selected, the desired results cannot be obtained in the general analysis and performance analysis. (In 8 versions, structures without rigid diaphragms are automatically resolved with the Response Spectrum.) -There are dilatations in the project. In dilatation projects, performance analysis evaluation of each dilatation should be done in separate project files, in terms of regulation criteria.

 

[musabilir13]

thank you sir good work

 

[musabilir13]

In this structure, instead of using response spectrum solution with eccentric moment loading on the diaphragm as the earthquake load method, the FX and FY earthquake forces were calculated as 0, since the lateral loads calculated by mode combination were selected to be applied to the rigid diaphragm, and because the earthquake forces were not fully activated, less reinforcement shears emerged as a result, is it true?

 

[Levent Özpak]

In this structure, FX and FY earthquake forces were calculated as 0, since the option to use response spectrum solution with eccentric moment loading on the diaphragm as the earthquake load method was selected instead of the option to apply the horizontal loads calculated by mode combination to the rigid diaphragm Is it true?

Zero calculation of earthquake loads means that the analysis model is formed incorrectly. Therefore, the results of the performance analysis are also incorrect. The rigid diaphragms in the picture attached to the previous message should be defined as separate projects and performance analysis evaluations should be made again The performance evaluation of structures without floors cannot be made in the ideCAD program.

 

[musabilir13]

thank you again