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SECTION DESIGNER THE ETABS HAS PROBLEMS WHEN DESIGNING SECTIONS WITH REINFORCEMENTS

SECTION DESIGNER THE ETABS HAS PROBLEMS WHEN DESIGNING SECTIONS WITH REINFORCEMENTS

SECTION DESIGNER THE ETABS HAS PROBLEMS WHEN DESIGNING SECTIONS WITH REINFORCEMENTS

(OP)
Greetings to all:
Could someone have the solution to the following case.
The following figures correspond to the same 50x50 centimeter section of a column modeled in "Section designer" in ETABS.



As can be seen in one there is greater shear reinforcement (confinement bars); the problem that arises is that both have the same moment values, when in reality, one must withstand greater moments than the other.

I hope that a colleague has the solution to this incongruity.

Thank you

RE: SECTION DESIGNER THE ETABS HAS PROBLEMS WHEN DESIGNING SECTIONS WITH REINFORCEMENTS

In terms of moment strength, both would have the same moment strength as you've shown in your analysis.

They have the same:-
- bar layout
- bar strength
- concrete strength
- etc
So calculated moment strength will be identical.

However, if you were to look at moment curvature plots from a moment-curvature analysis, the one with more confinement would presumably be capable of more curvature for the same moment strength being achieved. So, one will be capable of more ductility even though they have the same strength. I hope that makes sense, if not post back?

You are possibly confusing things a little between moment strength & the ductility that is able to be achieved for the cross section.

RE: SECTION DESIGNER THE ETABS HAS PROBLEMS WHEN DESIGNING SECTIONS WITH REINFORCEMENTS

Yes, it has many problems. We use Engissol Cross Section Anlysis tool instead which is more better.

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