Hello, If the column was found to be "enclosed" in the column-beam shear safety check, the reinforcement spacing in the junction area may be 15 cm. In the picture you show as an example, the column looks like a "enclosed column". If so, the spacing chosen by the program is not incorrect. If the column is enclosed, the spacing at the junction<=150 mm. If the column is not enclosed, the spacing is <=100 mm at the junction."windtalker":3pwfimlk" said:Hello, Stirrups come out with 15 cm intervals in the collapsing zone in the vertical expansion of the column. What could be the reason? My project is back. I noticed that there is a similar situation in another project. Is this a mistake? Also Column reinforcements increase as you go up to the upper floors. Thanks for your answer.
It may be due to the difference in Moment/Normal Force ratio in the upper floors. When there is excess reinforcement on the upper floor, the program connects the anchor reinforcement and the reinforcements. If you do not prefer it this way, you can equalize the reinforcements from the top floor to the bottom floor in the column reinforced concrete dialog. Good work."windtalker":80dzq7ej" said:I found the answer to my question. The statement that it cannot be less than 15 cm in encircled joints is available in dbybhy 2007. Is it normal for the vertical reinforcement of the column to increase as you go up to the upper floors?
"windtalker":k3orak5p" said:Hi, In the attached project, the loads on the beam are quite high and I have a problem shear safety. Increasing the beam size is more of a problem than the solution. Increasing the column dimensions does not help much I think it is not very effective to enlarge the concrete quality C50 more, which is quite a lot. I would appreciate your help. Good work. Download link:You do not have permission to view link Log in or register now.
If the dilation is a separate structure from the whole structure, it would be usual for you to consider the situations that change according to the selected system, such as the R coefficient, rigid basement, and the number of modes. ; helps your questions about "data entry in the program" or "solving the problems you have in the program" We will be pleased. Good work"windtalker":1kr4atxe" said:The building was designed as a basement floor and divided into 3 areas with 2 dilatations. This is the part in the middle. There are steel shelf systems on this structure and the loads on the shelf legs are 14 tons - the loads defined on the beams - the curtain in the system I defined the tower as a basement curtain in order to remove the var expression and enter the R coefficient of 7. At the same time, small loads from the steel structure will be transferred to those curtains. If we look at what I said, should I do what you said again? The project is a concept design, there is no application before, so I think I will tire you a little. A detailed study Thank you for your answer.
Hello, make a vector drawing of the 3D image. Then you can copy/paste it to the end of the sheet. Right click on the perspective image/Create Vector Drawing."yagmurcankocak":18oqwdut" said:Good afternoon, After creating the layouts, I want to put a 3D view of the building at the end. I wonder if this is possible? It doesn't need to have anything written on it. Just an isometric view (not necessarily a perspective) Thanks.
Hello, beams and columns and The directions of the loads given to the panels seem correct."windtalker":jkwf7n6f" said:Hi, Is there any problem in terms of data entry in the attached file. Is there any problem in terms of loadings on beams, column loadings, surcharge and soil thrust loads on curtains?
The program is designing without pillars even though I did not choose the pillarless design option on the beams. What could be the reason for this? Thank you. (Minimum pile lower remaining and min pile lower remaining L/2 parameters) If pile breaking conditions are not met, pile will not break. Other cases; *Different names have been given to the parts of the beams divided between columns in the project. This is not appropriate for reinforced concrete. For example, S8-S17 columns The beam between the two is named K7-K8. It is utilitarian to just call this beam K7 or K8. it would be appropriate. Thus, in this and similar situation beams, the clean opening will increase and the pile will also break. *Analysis method selected semi-rigid diaphragm. A support arrangement was not made on the stairs according to the solution conditions together with the structure. Good work
The height of the stairs is not compatible with the basement floor. Therefore, the upper edge of the stairs is not connected to the beam. The height of the lower level is entered 2.35 meters to the floor. 45 mods are sufficient when harmonized with. Moreover, even if the number of mods is 60, the analysis is completed. The value of Ve, which is smaller than the calculation made according to Ve(R=2), is compared with Vr."windtalker":1ct5h4u8" said:The attached project is the 2nd part of the above project. I applied the analysis settings you specified to this project. The analysis ends with the error 'The number of modes included in the dynamical calculation is insufficient' until 25 modes. When I switch to 50 modes, the program ends after the modal analysis It closes. I think there is a problem in the connection of the building elements, but I couldn't find it. Also, in the report, even though the Ve+ Ve- values are greater than the Vr values in some beams, the error is not shown in red. When I solved it as Rijt botrum, the error was shown in red in those beams. http://www.dosya.tc/server2/OzkokL/IRONMOUNTAIN.rar.html[/url]
The names of the beams can be decided according to the moment diagram. For example, in the attached picture, the moment diagram of the beam on 2 axis is formed in two separate sections, K1 and K2, since negative moment occurs in the middle of the span. It would be appropriate to give a name. The places shown in green in the 3d frame are also rigid arms (beam-beam intersections)."windtalker":3i333q5g" said:Should only beams between columns be considered continuous? In that case, I guess I'll have to re-enter the beam loadings. At beam intersections, the support regions (the parts shown in green in 3b) are not included in the beam length. This is what I've consistently accepted There will be support zones in the middle of the beams. How will I provide data entry on the beams in this drum? Thank you.
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