Interior non-load bearing CMU wall
Interior non-load bearing CMU wall
(OP)
I have an interior non load bearing 8" CMU wall between concrete floors (11'-0" floor to floor height). It is connected at base with dowels, however, not connected to the underside of the concrete slab at the top. I would like to connect at the top as well to make sure wall is laterally braced. However, the GC is asking me why do I need to brace it as there is no lateral load except 5 psf internal pressure. How do you deal with this situation? I would appreciate your suggestions. Are there any code recommendations to cover such conditions?






RE: Interior non-load bearing CMU wall
RE: Interior non-load bearing CMU wall
Seismic load is not an issue in this case. Wind load governs.
RE: Interior non-load bearing CMU wall
If you are in an earthquake zone, your lateral forces on the wall have to be evaluated also. It may exceed the 5 psf.
RE: Interior non-load bearing CMU wall
RE: Interior non-load bearing CMU wall
One blanket statement about restraints in partition walls can add a lot of $$ to a job. Make sure you spec them only where you need them.
RE: Interior non-load bearing CMU wall
Civilperson - you are wrong. There are areas of this country (and outside of that) that have very little to no ground acceleration. The Florida Building Code does not even have seismic design in it. There is however in every code an internal wind/live load of 5 psf to handle differential pressures that can exist inside the building.
RE: Interior non-load bearing CMU wall
RE: Interior non-load bearing CMU wall
5 psf is in most codes I've seen, but the seismic component force may be higher depending on where you are in the country. I don't know much about the florida building code, but if there are no seismic provisions, that does not mean that there is NOT seismicity, it just means that the powers-that-be feel comfortable codifying 5psf as the controlling force in this situation.
Back to the original question, I usually sandwich the top of the walls with angles every so often, connected in such a way to allow for deflection -- i guess i agree with the others. You can also span the wall horizontally between cross walls, columns, pilasters, etc.
It does potentially add significant cost, but that's part of the choice in partition wall construction, which is often determined by architectural considerations (sound attenuation, durability, etc.) Assuming a bracing detail was on the contract documents, your contractor should have included it in his price. You shouldn't have to justify your engineering to him. But say that in a nice way.
RE: Interior non-load bearing CMU wall
RE: Interior non-load bearing CMU wall
RE: Interior non-load bearing CMU wall
Just another, perhaps obscure, warning about the top of non-bearing walls. If the top is required to be sealed, and if the lower floor is likely to deflect more than the upper, be sure that a low modulus sealant is used. Had an instance in an underground carpark where the podium transfer slab deflected little, the carparking floor below deflected as expected, and the top blocks hung from the podium slab because the sealant was so strong and inflexible.
RE: Interior non-load bearing CMU wall
RE: Interior non-load bearing CMU wall
RE: Interior non-load bearing CMU wall
Gyp board can be use for structure bracing (with limitations) so I wouldn't rule it out yet.
Of course the ceiling construction details may mean it is not suitable.
RE: Interior non-load bearing CMU wall
Never, but never question engineer's judgement
RE: Interior non-load bearing CMU wall
RE: Interior non-load bearing CMU wall