Seismic Design: Detailing Load-Bearing Wall not to take Seismic Shear
Seismic Design: Detailing Load-Bearing Wall not to take Seismic Shear
(OP)
Hello
I am designing a high rise building for which the Seismic-Force Resisting System will be Special RC Shear Walls.
Now I would like to have some of the load-bearing walls not to take seismic shear but still take down the gravity load. Hence such walls will need to act as load-bearing walls but not as shear walls.
My concern is about detailing the floorplate-wall connections accordingly. I believe that the continuity given by cast concrete and rebars at the joints will transfer the seismic load from the floors to the walls and therefore special connections may be required.
Looking forward to hearing your opinions on this.
Many thanks
I am designing a high rise building for which the Seismic-Force Resisting System will be Special RC Shear Walls.
Now I would like to have some of the load-bearing walls not to take seismic shear but still take down the gravity load. Hence such walls will need to act as load-bearing walls but not as shear walls.
My concern is about detailing the floorplate-wall connections accordingly. I believe that the continuity given by cast concrete and rebars at the joints will transfer the seismic load from the floors to the walls and therefore special connections may be required.
Looking forward to hearing your opinions on this.
Many thanks






RE: Seismic Design: Detailing Load-Bearing Wall not to take Seismic Shear
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Seismic Design: Detailing Load-Bearing Wall not to take Seismic Shear
Try using simple posts and beams with "soft" wall infills to avoid the resulting shear wall stiffness that WILL attract seismic loads.
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RE: Seismic Design: Detailing Load-Bearing Wall not to take Seismic Shear
RE: Seismic Design: Detailing Load-Bearing Wall not to take Seismic Shear
I often take solace in the fact that let's say this floor plate connection can take some lateral load.
It is not specifically detailed and more than likely under a seismic load event something will fail as it is not specifically detailed to transfer diaphragm forces (connection to wall etc). Hopefully this wall will give or slide past the load bearing wall, allowing lateral forces to move to your designated shearwalls/diaphragm attachments and the lateral load will distribute as you had assumed in your lateral analysis idealization of the building.
RE: Seismic Design: Detailing Load-Bearing Wall not to take Seismic Shear
It will always participate to lateral resitance system.
I guess the only way to proceed ( a work around ) is to realise a wall with thickness smaller that the minimum required by the seismic code, but should at the same support static loads as you whish.
Even with that you should also take a look to the pourcentage of effort attracted by this wall and compare it with other assumed shear walls and compare on what is stated on the code.
Difficult to achieve ... unless with small loads.
Hope it helps
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RE: Seismic Design: Detailing Load-Bearing Wall not to take Seismic Shear
Dik
RE: Seismic Design: Detailing Load-Bearing Wall not to take Seismic Shear
RE: Seismic Design: Detailing Load-Bearing Wall not to take Seismic Shear
1) The compatibility shears you'd be absorbing into the non-lateral walls would be enormous. You'd be better of just using them in most cases from an economy perspective.
2) I'd argue that, despite technical code compliance, you'd have drifted pretty far from realistic behavior.
More of a column thing.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.