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Structural modelling > Etabs > Shear wall and moment resistance frames > correct Practise

Structural modelling > Etabs > Shear wall and moment resistance frames > correct Practise

Structural modelling > Etabs > Shear wall and moment resistance frames > correct Practise

(OP)
I am currently modeling a structure in Etabs, and it includes shear walls. I have encountered a problem where the beams that are not embedded in the shear walls are failing in shear, with an error code of O/S # 45. To address this issue, I have already reduced the torsional modification factor to 0.1. It is worth noting that only specific beams connected to the shear walls are experiencing shear failure, while the rest of the beams are behaving normally.
please see attached image for better understanding eatly appreciate any tips or solutions to overcome this problem.

RE: Structural modelling > Etabs > Shear wall and moment resistance frames > correct Practise

1) In my experience, most designers would use approach {i}, quite often assuming the beams to be pinned for both shear and torsion at the shear walls.

2) As with all thing modelling, you want your model to be as accurate a reflection of reality as possible. So applying some engineering judgment is inevitable.

3) I suspect that your shear and torsion failures are a result of the beams acting as outriggers for the shear wall. Depending on the proportions involved and the detailing of the connections, that may well not be a reasonable thing to be attempting to design the beams for.

RE: Structural modelling > Etabs > Shear wall and moment resistance frames > correct Practise

I am curious for what Loading are you getting the failures, and what does the SFD and BMD of the beam/beams look like for both cases.

RE: Structural modelling > Etabs > Shear wall and moment resistance frames > correct Practise

I'm reaching a bit hear but I would guess:

E-W building shear = beam shear failures.

N-S building shear = beam torsion failures.

That, based on the assumption of the core walls dragging rigidly connected beams along for the ride.

RE: Structural modelling > Etabs > Shear wall and moment resistance frames > correct Practise

I recently ran into a similar problem where we had short/deep beams over openings in a special masonry shear wall. They act like coupling beams, and the masonry code directs you to treat them like piers turned on their side. The required shear strength is based on the moment capacity and was impossible to achieve. This feels somewhat similar to me but instead of coupling moments at the top of walls its like you said KootK they want to act as outriggers reducing overturning on the wall.

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