folding partition support
folding partition support
(OP)
I have this project where we are putting in a new folding partition at an existing 2nd floor (steel joists, steel deck & concrete). The folding partition mfr. stated that they don't need input from structural as their system is specifically designed for that reason.
It is a system where they have their own proprietary truss beam at the top (with diagonal bracings) to support the partition then a post at each end to simply bear at the elevated floor. I was told that they would provide all the attachments above and below the existing floor. I also been told not to worry about the post reaction to the floor slab (no need to reinforce the existing slab) as their system is rated for a max. of 4000 lbs. at each post for a 3 1/2" thk. min. slab.
I'm very skeptical and find this claim hard to believe so I asked for supporting calcs. I was told that providing engineering for this specific request would cost an additional charge per the signed contract.
So I did some quick calcs based off the allowable capacity of the deck slab and it would take at least an 8' wide strip of slab to safely spread out the post reaction. Then there is punching shear and the issue with the joists taking that additional load. The weight of the partition has to go somewhere.
I don't think that is reasonable. Anyone here dealt with this type of partition system?
It is a system where they have their own proprietary truss beam at the top (with diagonal bracings) to support the partition then a post at each end to simply bear at the elevated floor. I was told that they would provide all the attachments above and below the existing floor. I also been told not to worry about the post reaction to the floor slab (no need to reinforce the existing slab) as their system is rated for a max. of 4000 lbs. at each post for a 3 1/2" thk. min. slab.
I'm very skeptical and find this claim hard to believe so I asked for supporting calcs. I was told that providing engineering for this specific request would cost an additional charge per the signed contract.
So I did some quick calcs based off the allowable capacity of the deck slab and it would take at least an 8' wide strip of slab to safely spread out the post reaction. Then there is punching shear and the issue with the joists taking that additional load. The weight of the partition has to go somewhere.
I don't think that is reasonable. Anyone here dealt with this type of partition system?






RE: folding partition support
Mike McCann
MMC Engineering
Motto: KISS
Motivation: Don't ask
RE: folding partition support
There is obviously no way they can actually certify IN GENERAL that the floor slab or any structural system is OK for that point load without doing what you did and review the actual in situ condition.
What is your role in this, the EOR? You need to talk to you client and call BS on this.
RE: folding partition support
Yes...agree 100% with a2mfk.
RE: folding partition support
Pretty much what I'm thinking and I posted this here to get some thoughts. My plan is to recommend putting additional support structure below the slab and check the existing joists (at least add some web angles if the reaction load from the post will be away from the joist panel point).
RE: folding partition support
RE: folding partition support
I think we're all in agreement here that the mfr. claim is some kind of false advertising.
RE: folding partition support
Mike McCann
MMC Engineering
Motto: KISS
Motivation: Don't ask
RE: folding partition support
Obviously, this isn't a complete picture and their claims are premature.