Too much column reinforcement

E

eissenhover

New Member
Hello everyone, in the attached project, the column has been reinforced with frequent breaks (6 cm), is this normal, what do you think is the reason, is it a modeling error? In addition, I get the error that the single foundation reinforcement is insufficient, if I manually increase the amount of reinforcement from the reinforced concrete section, will the problem be solved, will this error be removed in the report?
 
Re: Column Reinforcement
"eissenhover":2i82sqbr" said:
Hello everyone, in the attached project the column was reinforced with frequent breaks (6 cm), is this normal, what is the reason, is it a modeling error? I get the error that the reinforcement is insufficient, if I manually increase the amount of reinforcement from the reinforced concrete section, will the problem be solved, will this error be removed in the report?
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Hello, There is no modeling error. The results are also quite normal.[/ i] 7 - 8 cm2 reinforcement is sufficient for this column, but the minimum reinforcement ratio is 1% for columns as per the regulation.When a minimum 1% reinforcement ratio is applied to a 97.2*97.2 cm column, you need to add 62fi14 reinforcement.RequiredAs= 97.2*97.2 *0.01 = 94.478 cm2 SelectedAs = 62fi14 ( 95.442 cm2) ExistingAs = 95.442 cm2>RequiredAs You can observe how much the column capacity is in the capacity diagram of the column. In the capacity design section, you can see the capacity limit ratios and the reinforcement areas required for all loadings. Here the ratio is less than 1 and b If it is around u, you are using the column with full capacity. The situation in the image of the singular basis you added is due to the insufficient diameter selection in the reinforcement selection. Either choose enough diameter or you can supply the reinforcement yourself as you asked. Calculation reinforcement(As) is less than necessary, singular basis works at minimum.
 
Thank you very much Mr. Hakan for your answer, I have one more question if you have the chance to answer, you have shared the capacity diagram above and the table below and you have an explanation about the limit value being close to 1. For example, the limit value for each combination in the ntable is 0.0126 for example 1.4g+1.6q. If it was 0.99, would I have pushed the limits almost exactly?
 
Hello there; Capacitance diagrams in columns are obtained under the interaction of normal force and biaxial bending (we can say PMM for short). When you examine the axes of the capacity diagrams given in the figures above, you can see that the vertical axis is the axial force and the horizontal axis is the moment. The values in this graph may vary depending on the cross-sectional area of the column, moment of inertia and reinforcement placement. In other words, while determining the capacity of column sections, the change in axial pressure force also changes the moment capacity that the section can carry. If you mark the internal force values in the section on the graph and then draw a line from the zero point to the point you marked, this value is your capacity line. The limit rate is also determined by this line. If your limit ratio is low, the section can carry much more load. However, if you find values close to 1, you will find values close to the column capacity. Best regards...
 
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