How to calculate cork flooring

[yunussacikk]

Cork flooring was requested in my project that I previously solved with a beam. I have never solved a cork flooring before. What kind of modeling should I do and will my analysis settings change?

 

[Levent Özpak]

Re: cork flooring Hello, The points to be considered in data entry of non-beam flooring are generally as follows; *The slab borders should be created with the slab edge. *Reinforcement axle type of non-beamed slab should be arranged as top+bottom flat reinforcement as in beamless raft. *In case of beams or panels in some or all of the edges, the column head should be placed by giving zero height and table height values for punching verification. *Analysis should be done according to Semi-rigid diaphragm option in Analysis Settings. An example project is available in the link below.

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Good work

 

[ghost_13]

Meraba, I examined your example beamless slab and there were situations that I could not understand. When the slab thickness control reports are examined, the smallest of the column openings parallel to the slab calculation axes is taken as the 'ln' value for each account axis. However, the value of 'ln' should be chosen as the longest side of the floor openings (parallel to the calculation axis and the longest distance between the column). In other words, the program should take the largest interval as Ln value, not the smallest interval, and this value should be divided by 35 for 30 tables without table and >18 , >14 thickness control should be done. Another issue is the deflection calculation of the beamless flooring. The 'Ln' slab clear span value here is also taken by the program as the total length of the calculation axis. Although there are 7 columns in between in a calculation axis of 40 meters, while the average clear span between the columns is 6m, the clean span is calculated as the axis length (40m), and it is sudden and I think that the comparison in the total deflection results is not given correctly. Thank you in advance for your information. Best regards

 

[YasinTezel]

Hello, The value to be used for thickness control can be defined by using the "Reinforced concrete calculation axis edit" command for thickness control. A separate model can be created for deflection controls. The slab should be defined by dividing the system with the slab edges. Two separate models should be created as in the appendix. This model can be used for both deflection and thickness control. Requests for deflection and thickness control in cork floors are among our notes.

 

[yunussacikk]

hello, I could not save the slab thickness in the project I created with beamless slab flooring. When I looked at the reports, I saw that it took some of my tiles as consoles and used the formula h >ln/12. What is the reason for taking it this way? Is there an error in the model?

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[HakanŞahin]

I could not save the slab thickness in the project I created with non-beam slab slab. When I looked at the reports, I saw that some of my slab pieces were taken as consoles and used the h >ln/12 formula. What is the reason for getting it this way? Is there an error in the model?[ /quote] Hello. Change the reinforcement type of the calculation axis with the reinforced concrete calculation axis edit. Reinforcement type of the reinforcement axis with one end of which is free, cantilever reinforcement is selected by default. If you thought that there was no console, you can change the reinforcement type of the reinforced concrete calculation axis. Note: You should solve your project with the semi-rigid diaphragm option.

 

[yunussacikk]

thanks

 

[HakanŞahin]

In addition, a 15 cm piece of flooring remains between the two floor spaces. It would be useful to review the applicability of this. Good work

 

[yunussacikk]

In the cork flooring example of mergaba idecad, a model as you show is not used for thickness and deflection control. Instead, a reinforced concrete account axis is drawn to certain areas on the floor.

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What is the purpose of drawing reinforced concrete calculation axes. Does this perceive the axes and borders we draw as separate slabs?

 

[HakanŞahin]

What is the purpose of drawing reinforced concrete calculation axes. Does this perceive the axes and their boundaries as separate slabs.

The purpose of drawing reinforced concrete calculation axes is which line the design moments will be used to calculate the slab reinforced concrete, which reinforcement It is to determine whether the type of slab will be used and drawn. In addition, the clearance value based on slab thickness and deflection control is determined by the reinforced concrete calculation axis.

Does this perceive the axis and borders we draw as separate slabs.

No.

 

[yunussacikk]

When we define a single slab, what should we pay attention to when defining reinforced concrete calculation axes.

 

[YasinTezel]

Hello, Reinforced concrete design is made for the floor reinforcement for the line where you pass the calculation axis, the reinforcement required for this line is automatically selected. If the reinforcement selected in the area specified by the working distances of this calculation axis is insufficient, additional reinforcement zones are automatically determined and additional reinforcement selection is made for these zones. In rectangular type floors, it is appropriate to pass the calculation axles through the openings. For an irregular structure in the plan, if you want, the slab Moment graph or the As1, As2 graphs in the analysis model can be examined to give an idea about where the calculation axes should pass. What you should pay attention to is to determine the entire horizontal and vertical floor area with the calculation axis and working distances. Horizontal and vertical calculation axis working distances should follow each other as in the previous example. If the calculation axis working distances overlap each other, as reinforcement selection will be made for each axis in these regions, the double reinforcement is calculated and your quantity increases. If there are gaps in the floor, if the floor openings are different, if the column placement is different, it would be appropriate to define additional calculation axes in these areas.

 

[isbandam]

Re: cork flooring Hello; Do these considerations apply to v10.14 as well? Even if we use only one beam in the system, should we put a column cap?

Hi, The points to be considered in data entry of non-beam slab are as follows: *Slab boundaries should be created with slab edge. *In case of beams or panels in some or all of the edges, column head should be placed by giving zero height and table height values for punching verification. *Analysis should be done according to Semi-rigid diaphragm option in Analysis Settings. A sample project is available at the link below.

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Good work

 

[desperado]

Is my simple cork flooring model correct? I am attaching the file attached. I took the max column spacing as the Ln value It also has a pitched roof deck. I'm wondering if my approach to modeling the slope is appropriate. First I played with the top level of the columns and then I gave the slope of the floor.

 

[unver]

Hello

Is this simple cork flooring modeling correct?

The floors need to fit on the columns. Yours does not. Ünver ÖZCAN

 

[desperado]

Hi

Is this simple cork flooring modeling correct?

Slabs should fit on columns. Yours is not sitting. Ünver ÖZCAN

Hello Ünver, I realized it when you said it. Then I created the basement floor and defined the basement curtains here. This time, instead of inclining one by one, I inclined by selecting all the objects (I think it was more successful). However, when I analyze before tilting, it does not give a deflection error. When I tilt it, there is a deflection. I couldn't understand. Where could I be doing wrong? I have uploaded my new experiment as an attachment, can you take a look? Also, when I tilt it, the middle columns receive almost no axial force. It's probably because of that. I wonder if I made a slopeless analysis and made the necessary reinforcement and section arrangements with idecad 2d editing tools, would I have made a mistake? (By the way, I have been following your messages for years, I feel the need to thank you)

 

[unver]

Hi Fix bugs in geometry control.

Where could I be going wrong? I have uploaded my new experiment as an attachment, I wonder if you can take a look? Also when I tilt it, the middle columns receive almost no axial force.

You left missing places in the wizard. With the wizard's guidance Complete the analysis later Unver ÖZCAN

 

[ersinmat]

In the attached project version 10.20, error-free reports can be obtained. My questions are: 1) Do we have to use column headers for stapling in version 10.20? Or where and when do we use the column header as of version 10.20? Because when we delete the column header in the s2 column on the ground floor and analyze it, it gives a stapling error in the s2 column. I can already bypass the stapling error with the stapling accessory. 2) Is there a disadvantage of making beams on some sides and facades as in the 1st floor in terms of beamless flooring system? So the system is "floor without beams" but we make beams, it seems illogical. But my opinion is that it would be better. What are your ideas? Also, does the height of this beam have to be 3 times the floor thickness? Is a column header required? 3) According to the reason for choosing the R coefficient in the report, it seems that our system (A13 carrier system with non-beam slab) must meet item 4.3.4.6. Can you evaluate?

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[Levent Özpak]

An error-free report can be obtained in the attached project in version 10.20. My questions are: 1) Do we have to use column headers for stapling in version 10.20? Or Where and when do we use column header as of version 10.20? Because on the ground floor s2 When we delete the column head in the column and perform the analysis, it gives a stapling error in the s2 column. I can already pass the stapling error with the stapling reinforcement.

The column cap is used to provide the stapling strength in columns with stapling problems. TS 500 Figure 11.3 and See figure 11.4.

2) Is it a disadvantage for the beamless flooring system to make beams on some sides and facades as in the 1st floor? So the system is "floor without beams" but we make beams, it seems illogical. But my opinion is that it would be better. What are your ideas? Also, does the height of this beam have to be 3 times the floor thickness? Is it necessary to put a column cap?

If it is appropriate in terms of architectural design and application, it is recommended to make beams in the outer frame to overcome the stapling problems.

3)According to the reason for choosing the R coefficient in the report, it seems that our system (A13 carrier system with non-beam slabs) should satisfy item 4.3.4.6 Can you evaluate?

Reason for Choosing R Coefficient diagram and the statement in Article 4.3.4.5 are related to the fact that if the condition in Equation 4.2 cannot be met, the R, D coefficients defined for the cases where all the earthquake effects of the structural system type are met by shear walls with high ductility level and the maximum allowed BMS should be taken into account. In tiled systems, in Article 4.3.4.4, two-stage calculations are requested and in the 1st stage calculation, the condition of covering all the earthquake loads by the shear walls is brought in. There is no sanction for providing the condition of Total Mdev>=0.75Mo. In non-beam tiled systems, in Article 4.3.4.4 While giving information about what type of carrier system should be selected, it is aimed to provide the condition Total Mdev>=0.75Mo. There is no sanction.