BEAM

[hbb]

Mr. Levent, if the directions of the columns are set facing each other, it does not give an error in the column-beam intersections, but if the direction of the columns on the same axis is placed perpendicular to each other, it gives an error in the column-beam intersections, so there is a problem in the reports.

 

[enginuy]

Especially at the adjacent sides, the column directions come out along the axis, when you make the column perpendicular to the axis, it gives a B error. It is true, the fact that the columns are parallel to the axis on the non-overhanging edges is not a problem from an architectural point of view, since the column stays inside the wall. If you want to turn the columns so that they do not always face the same direction, it is difficult. at least the square column recovers more easily. you can improve the concrete quality, you can misalign the column, you can widen the beam, etc. Or you can do them all together. These are the ones that come to mind.

 

[2m proje]

Hello there; Column Beam Joint Shear safety is a situation we all encounter frequently. I would like to remind you of the following statement I made under the title of CONCRETE CLASS, which will alleviate this problem considerably: There are two manual and automatic controls regarding the reinforcement purchase in the program. In the form of defining the max and min reinforcement price when the manual control is entered into the relevant element parameters. For example, the default tension reinforcement purchase for beams is 0.003. However, in addition to this manually entered value, the program also calculates the "0.8*(fctd/fyd)" and "fctd/fyd" min price values required by the regulation and uses whichever is larger in the selection of reinforcement. Of course, it should be reminded that for the case of using the min pursantage in the selection of the reinforcement, if the required reinforcement is more due to the cross-sectional effects, the min reinforcement is not used and the calculated reinforcement is used. Now, starting from this reminder, although you use C20/S420 materials in your project As long as the default tensile margin is 0.003, you will have used approximately 25% more reinforcement for sections where min reinforcement is used. In this case, you will experience much more trouble than usual in COLUMN BEAM JOIN SECTION SECURITY investigations. Therefore, except for special cases, if you enter a small value such as 0.001 instead of 0.003, the program will use the value allowed by the regulation according to the material class you use, and this will give you a great advantage. Except that; In continuous beams, choosing the same diameter and number of assembly reinforcements, using piles as much as possible and making a structure-basic interactive solution will provide almost 100% benefit in overcoming this problem. I wish you good work...