Beamless flooring problem

[Reform Group]

Hello friends, I need to design the attached project as a beamless slab. I knew only theoretically before, now I am stuck when it comes to practice. I'll be happy if you can help me. My main questions are; -should I make band beams -should I put normal beams in the core area and adjacent order part -should I add column heads, which columns should I put in, if you have any extra thoughts or advice on this subject, please write to me, thanks in advance, good work

 

[Reform Group]

Also, should the flooring be one-way in this case, should one-way be long or one-way short?

 

[ottomancagatay]

First of all, there is a project that I have done before, you can examine it. -Where the beam will be made is up to you, my preference is to pass the beam through the area of the building where you need to be more rigid. Or if it is a symmetrical building, you can pass it through the middle of the building. -If you have a beam in the project, then it is necessary to define the column header. You need to enter the table height and height as zero from the column header properties, the size of the header is enough to shake the column. It would be appropriate to put the column headers on all columns without beams. -When editing the project, it would be enough if you put the band beam detail. You should also add the column punching reinforcement detail in the same way. - At least 20 cm thick, my suggestion is that if there is not much space between the columns, 22 cm is more appropriate in practice. -I recommend using at least 14 gauge iron. - You must select the reinforcement at the top and the bottom from the slab tab from the calculation axis edit, you must edit the sufficient calculation axis without changing the geometry of the reinforcement axis. -You must define wall etc. loads as linear or point loads. You must enter the appropriate values for the floor dead and live load, and enter the minimum live load of 0.35 tf/m. -After the analysis is over, you should arrange the axes that have high moment values from the reinforcement areas, top and bottom, from the reinforced concrete slab tab. -My suggestion is that you don't use concrete lower than C30. -When you get the formwork plan, the places of some reinforcements can come out in absurd places. Since it is not a well-known laying style, you have to arrange it yourself by looking at the moments of the flooring. -Because the weight of the building is too much, you may have problems basically. These are the ones that came to mind, insha'Allah I helped.

 

[Reform Group]

first of all, there is a project that I have done before, in the appendix, you can examine it. -it is up to you where the beam will be made, I prefer the elevator bucket, you can pass the beam through the area of the building where you need to be more rigid. Or if it is a symmetrical building, you can pass it through the middle of the building -If you pass beams in the project, then you need to define the column header.You need to enter the table height and height as zero from the column header properties, the size of the header is enough to shake the column.It would be appropriate to put the column headers on all columns that are not connected to beams. -If you add band beam detail while editing the project In the same way, you should put the column punching reinforcement in the detail. -My suggestion is at least 20 cm thick, if there is not much space between the columns, 22 cm is more appropriate in practice. -I recommend you to use at least 14 gauge iron. - From the slab tab, the account axis is above the edit at the bottom You must select the reinforcement, it is sufficient without changing the geometry of the reinforcement axle. You must edit the account axes. -You must define wall etc. loads as linear or point loads. You must enter the appropriate values for the floor dead and live load, and enter the minimum live load of 0.35 tf/m. -After the analysis is over, you should arrange the axes that have high moment values from the reinforcement areas, top and bottom, from the reinforced concrete slab tab. -My suggestion is that you don't use concrete lower than C30. -When you get the formwork plan, the places of some reinforcements can come out in absurd places. Since it is not a well-known laying style, you have to arrange it yourself by looking at the moments of the flooring. -Because the weight of the building is too much, you may have problems basically. These are the ones that came to mind, insha'Allah I helped.

thank you very much, you could only help so much in one go. Almost all my questions were cleared. I want to ask you one more question. The slab thickness requirement does not provide in some parts of the project you added. Did you find it unimportant or is there some other explanation? thank you again

 

[NYILMAZ]

........ the slab thickness requirement is not met in some parts of the project you added. did you consider it unimportant or is there another explanation? thank you again

When you draw a reinforced concrete calculation axis It takes the distance that affects the slab thickness along the length where the calculation axis passes.However, as in your project, there are columns in between.(slab/reinforced concrete calculation axis edit/Axle type tab/Clear opening value for thickness control) I think your problem will be solved if you change the red lined area according to your largest column spacing.Good work.

 

[illaga]

I think that a detailed explanation is needed for the program solution of non-beam slabs. Like the use of some functions. For example, is one axis in the horizontal and vertical directions sufficient for a single floor area? Do the axles move in the valid distance and throw reinforcements according to the unavailable situation? Another issue is that the upper and lower flat reinforcements everywhere are suffocating the formwork plan. In this regard, when "Calculate the required reinforcement along the current distance" is marked at the bottom of the Slab/Calculation Axis Edit/Flat reinforcement parameter field, it can provide a great solution by placing the top Left and Right top additions instead of the additional bottom and top flat reinforcement. However, in this solution, there is an excessive increase in the required reinforcement area due to the upper calculation moment (for example, 5 times).

 

[illaga]

I think that a detailed explanation is needed for the program solution of non-beamed slabs, such as the use of some functions.. For example, is one axis in the horizontal and vertical directions sufficient for a single slab area? Another issue is that the upper and lower flat reinforcements choke the formwork plan in every necessary and unnecessary place. In this regard, when "Calculate the required reinforcement over the current distance" is checked at the bottom of the Edit/Flat reinforcement parameter field on the Slab/Calculation Axis, the additional It can be a great solution by replacing the bottom and top flat reinforcements with the top left and top right. However, in this solution, there is an excessive increase in the required reinforcement area due to the upper calculation moment.

Any thoughts on this?

 

[Levent Özpak]

I think a detailed explanation is needed for the program solution of non-beam slabs. Like the use of some functions. For example, is one axis in the horizontal and vertical directions sufficient for a single floor area? Do the axles move in the valid distance and throw reinforcements according to the unavailable situation? Another issue is that the upper and lower flat reinforcements everywhere are suffocating the formwork plan. In this regard, when "Calculate the required reinforcement along the current distance" is marked at the bottom of the Slab/Calculation Axis Edit/Flat reinforcement parameter field, it can provide a great solution by placing the top Left and Right top additions instead of the additional bottom and top flat reinforcement. But in this solution, due to the upper calculation moment, there is an excessive increase in the required reinforcement area (for example, 5 times). I am waiting for comments from the masters who think that there is a solution to this. It is sufficient to define one reinforcement axis in each direction. In non-beam slabs, the reinforcement is designed according to the most unsuitable moments in the place where the reinforcement axis passes. If there is a greater moment at any point of the slab, additional reinforcement is thrown to meet these moments. Slab main reinforcements and additional reinforcements can be viewed in the Slab Reinforced Concrete dialog. If there is a large number of additional reinforcements in the slab and in small areas, additional reinforcements that are close to each other can be combined using the Combine option in the Additional Rebars tab in the Slab Reinforced Concrete dialog. When the option "Calculate the required reinforcement along the valid distance" is checked in the flat reinforcement parameters, the reinforcement design is made according to the most unsuitable moments at any point of the slab. In this case, no additional reinforcement is calculated on the slab. Designing the main reinforcements according to the most unsuitable moments may take the solution away from economy.

 

[illaga]

I think a detailed explanation is needed for program solution of beamless slabs, such as the use of some functions.. For example , is one axle in the horizontal and vertical directions sufficient for a single floor area?do the axles move in the valid distance and throw reinforcements according to the unavailable situation?Another issue is that the upper and lower flat reinforcements in every necessary unnecessary place drown the formwork plan. When "Calculate the required reinforcement along the current distance" is marked at the bottom in the Edit/Flat reinforcement parameter field, a great solution can be made by placing the upper left and upper flat reinforcement instead of the additional lower and upper flat reinforcement. There is an extreme increase. (for example 5 floors) I am waiting for comments from the masters who think that there is a solution to this..

Any idea about this?

One in both directions on a rectangular slab It is sufficient to define one reinforcement axle. In non-beam slabs, the reinforcement is designed according to the most unsuitable moments in the place where the reinforcement axis passes. If there is a greater moment at any point of the slab, additional reinforcement is thrown to meet these moments. Slab main reinforcements and additional reinforcements can be viewed in the Slab Reinforced Concrete dialog. If there is a large number of additional reinforcements in the slab and in small areas, additional reinforcements that are close to each other can be combined using the Combine option in the Additional Rebars tab in the Slab Reinforced Concrete dialog. When the option "Calculate the required reinforcement along the valid distance" is checked in the flat reinforcement parameters, the reinforcement design is made according to the most unsuitable moments at any point of the slab. In this case, no additional reinforcement is calculated on the slab. Designing the main reinforcements according to the most unsuitable moments may take the solution away from economy.

Levent, thank you very much for answering the question in detail.

 

[unver]

The answer was deleted because it was written in the wrong place.