COLUMN REINFORCEMENTS

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Dear forum CURRENTLY ID when a final version entered with'm a project differences of multiples of the matches he column reinforcement in the old version of 80x30 cm size A COLUMN (ground floor 380C AND OTHER LAYERS at 280C clearance is not condition and the four-ply structure) GROUND KETT exaggerated COLUMN NUMBER COMES SO 12F14 + 28F14 BE REGISTERED wITH 40 PIECES BUT tHE UPPER fLOORS iN tHE SAME OWNER in the COLUMN NUMBER COMES tO COLLECT in 16Fİ14 SYSTEM iN COLUMN saves TORSIONAL are NORMAL BUT ME OWNER QUANTITY THAN GELDİ.DİG is VERSION in GENERALLY ALL fLOORS iN tHE SAME OWNER has INTEREST AMOUNT oF ACABA LATEST VERSION with COLUMN SETTING tHE DIFFERENCE iS cHANGED to knowing the OR I WOULD LOVE TO SHARE YOUR INFORMATION WITH ME ABOUT THIS EQUIPMENT DISPUTE. THANK YOU IN ADVANCE TO EVERYONE FOR YOUR INTEREST
 
This increase in reinforcement is an indicator of section insufficiency. ide does this. so I normally recommend you to check the reinforcements of the vertical members one by one. I request the ide authorities to consider this issue as well.
 
Hello, The program makes reinforcements according to the most unfavorable load combination on the column. That is, that column on the ground floor receives influences that will remove that reinforcement. The formation of those influences is dependent on the system and naturally on the extreme forces. We need to see the project in order to understand why the increase in reinforcement is due. You can add the project to the message, we can give an opinion about it. Good work...
 
Hello, Although there is no basement perimeter curtain in your project, the rigid basement number is left "zero". You must enter "-1". By accepting a rigid basement when there is no basement perimeter curtain, we increase the ground floor earthquake forces unnecessarily, although it is not necessary. After you enter the Rjit basement number -1, the column you mentioned gets more comfortable. However, as a result of the analysis, it does not seem necessary to choose the column opposite it (S6 and S10 ) as long in the x direction, together with the column you mentioned. On the contrary, there seems to be a need for growth in the y direction. Instead of making columns S6 and S10 80/30, 70/25, respectively, it is more economical to turn them upside down and make them 30/50 if architecturally appropriate. After the project reaches this stage, you can choose the widths of K3-K4, K5-K6 beams of 30 cm in order to overcome the column-beam shear safety on the 1st and 2nd floors. I applied the edits I wrote in the attached project, the price of the column you specified as a problem decreased to 1%. If necessary, you can continue your work with the project I added. To sum up: 1. The rigid basement number was given incorrectly. 2. Everything is normal. Relevant columns need to be enlarged in the y direction, not in the x direction, due to the system. Final note: All beams are given a "live load" value. The program takes the live loads from the floors. If you have not specifically defined these values for any load source, you can override them. Good work.
 
"mhanifiata":2fnwz1bq" said:
the increase in reinforcement like this is an indicator of section insufficiency. ide does this. Therefore, I normally recommend you to check the reinforcements of vertical elements one by one. I request the ide authorities to consider this issue as well.
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Mr. mhanifiata Can you elaborate on the problem you have stated a little more? What happens in the project, what the program does not do, what the program should do? Especially if you explain the subject by making a comparison on a sample project, we may be able to make an accurate assessment. Thank you, good work...
 
Greetings... the above topic is a topic that I have encountered many times in my program. It does not give a warning in the report. but colon appl. When I buy it, I see that there is excessive reinforcement accumulation in the column. It gets resolved when you increase the cross section a little. The pursantage exceeded warning does not work either. I will send an example in my first encounter as soon as possible... thank you for your interest...
 
Hi, Alert depends on the maximum pursantage value in the column parameters. As you know, the regulation allows up to 4%. In the column parameters, the default maximum fractional value of 3% is left. If that value is exceeded, the program gives a warning... In short, the program exhibits a normal (appropriate) behavior according to the upper limit given. If you reduce the maximum price in the column parameters, the program will warn you for less reinforcement quantities. Good work...
 
Hakan, how did you feel that the column needed to be cut in which direction? Also, during the cutting safety control, did you come to the conclusion that the beams you mentioned were saved after making 30 cm? or how do we know in which direction the beams need to be widened...thanks....
 
"tevekkul":3ez6c5xt" said:
How did you feel, Mr. Hakan, in which direction the column needed a cross-section? Also, during the shear safety check, did you think that the beams you mentioned were 30 cm and saved after trying them? Or how do we understand in which direction the beams need to be widened... thanks ....
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Hello, K15 beam is single span... Also, there is no other frame that provides continuity in the middle part of the project in that direction. I thought that a 25-gauge column would be insufficient in that direction, so I turned the column upside down and tried it out. Column-beam shear safety For this, problem B occurred when the columns rotated. It is obvious that problem B will occur in the short direction of the column, not in the long direction... Because the shear area formed by bj would be small due to that direction... Since the shear area is dependent on half of the column thickness and beam width, instead of thickening the column (enlarging the column in the x direction was pointless because we inverted it) I tried thickening the beam and got the result... thanks good work, good work...
 
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